ACI/CRSI COMMITTEE CORRESPONDENCE Address writer at: Concrete Reinforcing Steel Institute 933 N. Plum Grove Road Schaumburg, IL 60173-4758 Tel: (847) 517-1200 Ext. 15 Fax: (847) 517-1206 E-mail: afelder@crsi.org October 18, 2016 To: Members ACI/CRSI Committee 315 - Details of Concrete Reinforcement Voting Members: Mark Agee Gregory P. Birley Richard H. Birley David A. Grundler Robert W. Hall Todd R. Hawkinson Dennis L. Hunter David W. Johnston Mahmoud E. Kamara William M. Klorman Douglas D. Lee Mustafa A. Mahamid Javed B. Malik Christopher J. Perry Curtis Yokoyama Peter Zdgiebloski Associate/Consulting/Subcommittee Members: Paul J. Brienen Larry Campbell Grant Doherty Pedro Estrada Christopher Evans Dennis J. Fontenot Peter Fosnough David P. Gustafson Garrick N. Goldenberg Paul Gordon James S. Lai Amadeus L. Magpile Harold E. Reed Dale Rinehart From: Anthony L. Felder Secretary Subject: Meeting Notice and Agenda October 23, 2016 Philadelphia Marriott Downtown Philadelphia, PA Thomas G. Schmaltz William G. Sebastian Avanti C. Shroff Richard W. Stone Richard D. Thomas Farahad Zahedi Our next meeting will be held on Sunday, October 23, 2016 from 2:00 p.m. to 5:00 p.m. in Independence Ballroom 1 of the Philadelphia Marriott Downtown in Philadelphia, PA. A proposed agenda is attached. Copy to: Harry A. Gleich, TAC Contact Matthew R. Senecal, ACI Engineering Manager c:\users\afelder\documents\aci\315\agnd\ag1016.doc AGENDA ACI/CRSI COMMITTEE 315 - DETAILS OF CONCRETE REINFORCEMENT Philadelphia Marriott Downtown, Philadelphia, PA October 23, 2016 2:00 – 5:00 p.m. Independence Ballroom 1 1. 2:00 p.m. - Call Meeting to Order 2. Self-Introductions 3. Approval of Minutes of Last Meeting, April 17, 2016, Distributed June 1, 2016 4. Review Committee Membership. See First Exhibit, Current Roster. 5. Review Purpose of “Designer’s Guide to Reinforcing Bar Detailing” 6. Status Reports a. ACI 131 BIM / CRSI BIM - David Grundler / Dennis Fontenot b. CRSI Detailing - Robbie Hall c. CRSI Standards (Placing, Fabrication, Supports) - Robbie Hall 7. Review Table of Contents 8. Documents for Review (Exhibits Attached) a. Chapter 1 – Introduction and Scope b. Chapter 2 – Notation and Definitions c. Chapter 3 – General Considerations d. Chapter 4 – Structural Drawings e. Chapter 5 – Designing for Constructability f. Chapter 6 – Review of Placing Drawings 9. Review of Task Group 10. Discuss Steps Going Forward 11. New Business 12. Motion to Adjourn ACI/CRSI COMMITTEE 315 ROSTER October 2016 Richard H. Birley, Chairman Retired 24520 Fraser Hwy Langley, British Columbia V2Z 2L1 Tel: 604/318-6750 Fax: E-mail: dick.birley@gmail.com Paul J. Brienen* Brienen Structural Engineers, PS 1316 Central Ave S Kent, WA 98032-7431 Tel: 206/397-0000 Fax: E-mail: pbrienen@bse-ps.com Anthony L. Felder, Secretary Concrete Reinforcing Steel Institute 933 N. Plum Grove Road Schaumburg, IL 60173-4758 Tel: 847/517-1200 Fax: 847/517-1206 E-mail: afelder@crsi.org Larry Campbell* CMC Construction Services 5913 Diamond Oaks Ct Haltom City, TX 76117-2802 Tel: 214/920-2799 Fax: E-mail: larry.campbell@cmc.com Harry A. Gleich, TAC Contact Metromont Corporation PO Box 2486 Greenville, SC 29602-2486 Tel: 864/605-5063 Fax: E-mail: hgleich@metromont.com David H. DeValve* Oklahoma Steel & Wire 1041 S. 1st Madill, OK 73446-0220 Tel: 580/795-6007 Fax: 580/795-7422 E-mail: ddevalve@oklahomasteel.com Mark D. Agee Whitacre Engineering Co. 8215 Hidden Glen Ave NE Cnton, OH 44721-1746 Tel: 330/455-8503 Fax: E-mail: magee@werebar.com Grant Doherty* Martin Martin Inc. 12499 W. Colfax Ave Lakewood, CO 80215-3720 Tel: 303/ 431-6100 Fax: E-mail: gdoherty@martinmartin.com Gregory P. Birley Condor Rebar Consultants 800-885 Dunsmuir St Vancouver, British Columbia V6C 1N5 Tel: 604/692-2168 Fax: 604/689-9206 E-mail: greg.birley@condor-rebar.com Pedro Estrada* PEG Ingenieria C A 88-60 Calle Los Guayos Urb Trigal Centro Valencia 2001 Venezuela Tel: 58-241 8428964 E-mail: pestradag@gmail.com * - Associate Member ** - Consulting Member *** - Subcommittee Member ACI/CRSI Committee 315 October 2016 Page 2 Dennis J. Fontenot* Commercial Metals Company 12001 Mystic Forest Ln Austin, TX 78739-4813 Tel: 512/523-3398 Fax: E-mail: dennis.fontenot@cmc.com Robert W. Hall Gerdau 1255 Lakes Parkway, Ste. 325 Lawrenceville, GA 30043-5818 Tel: 678/367-6036 Fax: 678/367-6001 E-mail: Robbie.Hall@gerdau.com Peter Fosnough* Harris Rebar 1342 S Grandstaff Dr. Auburn, IN 46706-2661 Tel: 260/572-1227 Fax: 260/925-3152 E-mail: pfosnough@harrisrebar.com Todd R. Hawkinson Wire Reinforcement Institute 323 Fox Briar Lane Ballwin, MO 63021-6151 Tel: 314/807-4386 Fax: 636/227-3776 E-mail: todd@hawkinsonassociates.com Garrick N. Goldenberg* Chappell Engineering Associates LLC 26 Tisdale Dr. Dover, MA 02030-1600 Tel: 508/481-7400 Fax: 508/481-7406 E-mail: garrickg@wit.edu Dennis L. Hunter Gerdau 3915 Riga Blvd Tampa, FL 33619-1345 Tel: 813/740-3301 Fax: 813/740-3401 E-mail: dennis.hunter@gerdau.com David A. Grundler Applied Systems Associates 5270 Logan Ferry Road Murrysville, PA 15668-9727 Tel: 724/733-8700 Fax: 724/325-5553 E-mail: David.Grundler@asahq.com David W. Johnston North Carolina State University Civil Engineering Department Raleigh, NC 27695-0001 Tel: 919/515-7412 Fax: 919/515-7908 E-mail: johnston@ncsu.edu David P. Gustafson Consultant 42845 N Berrong Ct Winthrop Harbor, IL 60096-1013 Tel: 847/731-3585 Fax: E-mail: davidgustafson1@att.net Mahmoud E. Kamara StructurePoint 2021 N Charter Point Dr. Arlington Heights, IL 60004-7258 Tel: 847/259-5499 Fax: E-mail: mekamara10@hotmail.com * - Associate Member ** - Consulting Member *** - Subcommittee Member ACI/CRSI Committee 315 October 2016 Page 3 William M. Klorman W M Klorman Const Corp. 23047 Ventura Blvd, 2nd Floor Woodland Hills, CA 91364-1146 Tel: 818/591-5969 Fax: 818/591-5926 E-mail: bklorman@klorman.com Javed B. Malik Jacobs Engineering Group 5985 Rogerdale Rd Houston, TX 77072-1601 Tel: 281/776-2540 Fax: 281/776-2501 E-mail: javed.malik@jacobs.com James S. Lai* Lai Associates PO Box 517 La Canada Flintridge, CA 91012-0517 Tel: 818/790-5475 Fax: E-mail: jslai@sbcglobal.net Christopher J. Perry Perry & Associates, LLC 221 N LaSalle St., Ste. 3100 Chicago, IL 60601-1513 Tel: 312/364-9112 Fax: 312/364-9163 E-Mail: cjperry@PerryLLC.com Douglas D. Lee Douglas D. Lee & Associates 6150 Foxglove Court Fort Worth, TX 76112-1106 Tel: 817/457-7030 Fax: 817/457-8970 E-mail: ddlee4836@sbcglobal.net Harold E. Reed*** Davis Wire 85139 Appletree Dr. Eugene, OR 97405-9702 Tel: 541/912-3195 Fax: E-mail: halreed9@gmail.com Amadeus L. Magpile** Barlines Rebar Est. & Det. 2871 W. Carson St. Torrance, CA 90503-6068 Tel: 310/618-8402 Fax: 310/618-8394 E-mail: amagpile@barlines.com Dale Rinehart** Sierra Rebar LLC 10480 E 96th Ave. Henderson, CO 80640 Tel: 303/558-0015 Fax: 720/358-4101 E-mail: drinehart@sierrarebar.com Mustafa A. Mahamid University of Illinois at Chicago 842 W Taylor St Chicago, IL 60607-7021 Tel: 312/355-0364 Fax: E-Mail: mmahamid@uic.edu Thomas G. Schmaltz** Precision Rebar & Accessories, Inc. 1712 NE 99th Street Vancouver, WA 98665-9018 Tel: 360/574-1022 Fax: 503/224-7414 E-mail: jerry@precision-rebar.com * - Associate Member ** - Consulting Member *** - Subcommittee Member ACI/CRSI Committee 315 October 2016 Page 4 William G. Sebastian** American Rebar Detailing, LLC 543 Wright Loop Williamstown, NJ 08094-1224 Tel: 856/728-6645 Fax: 856/728-0088 E-mail: wsebastian@comcast.net Farshad Zahedi* Babol Noshirvani University of Tech Shariati Avenue, Moalem 4, White House Babol, Mazandaran Iran Tel: +9809111170600 Fax: E-mail: farshad.zahedi@gmail.com Avanti C. Shroff** Iffland Kavanagh Waterburry 2 Penn Plaza, Ste 603 New York, NY 10121-0101 Tel: 212/946-2300 Fax: 212/302-4645 E-mail: avantishroff@comcast.net Peter Zdgiebloski CMC Rebar 300 SMI Way Farmville, VA 23901-3180 Tel: 434/522-8311 Fax: 434/929-1964 E-mail: peter.zdgiebloski@cmc.com Richard W. Stone* Richard W. Stone, PE Inc. 1523 Richard Dr. West Chester, PA 19380-6332 Tel: 484/639-5511 Fax: E-mail: rwstone1523@gmail.com Richard D. Thomas** CMC Rebar Florida 2665 Prince St. Fort Myers, FL 33916-5527 Tel: 239/337-3480 Fax: 239/337-3542 E-mail: dale.thomas@cmc.com Curtis R. Yokoyama Fluor 23 Danta Rancho Santa Margarita, CA 92688-1514 Tel: 949/349-4118 Fax: E-mail: curtis.yokoyama@fluor.com * - Associate Member ** - Consulting Member *** - Subcommittee Member AMENDED Working Draft ACI Committee 315 Details of Concrete Reinforcement Oct 5, 2016 CHAPTER 1 – INTRODUCTION AND SCOPE 1.1—General 1.2—Scope (Mandated by TCM) CHAPTER 2 – NOTATION AND DEFINITIONS (Mandated by TCM) 2.1—Notation 2.2—Definitions CHAPTER 3 – GENERAL CONSIDERATIONS 3.1—Building Information Modeling (BIM) 3.1.1—Introduction to Building Information Modeling 3.1.2—Level of Development 3.1.3—Benefits of BIM 3.1.4—IFC Files and BIM File Transfers 3.1.5—State of the Technology 3.2—Tolerances 3.2.1—Introduction and ACI 117 3.2.2—Concrete Cover for Reinforcement 3.2.3—Spacing of Reinforcement 3.2.4—Placing of Reinforcement 3.2.4.1—General Information 3.2.4.2—Tolerance Cloud 3.2.4.3—Design Considerations 3.2.5—Reinforcing Bar Fabrication 3.2.5.1—General Information 3.2.5.2—Restrictive Tolerances 3.2.5.3—Fabrication Tolerance Clouds 3.2.5.4—Design Considerations 3.2.6—Forming Tolerances 3.2.6.1—General Information 3.2.6.2—Forming Tolerance Clouds 3.2.7—Confined Reinforcing Bars 3.2.8—Accumulated (Combined) Tolerances 3.3—General Cautions 3.3.1—Revisions of Drawings 3.3.2—Dimensioning 3.3.3—Field Cutting of Bars 3.3.4—Field Bending of Bars 3.3.5—Mechanical Connectors 3.3.6—Mixing Grades of Steel on a Project CHAPTER 4 – STRUCTURAL DRAWINGS 4.1—Scope 4.2—General 4.3—Order of Sheets 4.4—General Notes Sheets 4.4.1—Codes and Standards 4.4.2—Design Loads 4.4.3—Specifications 4.4.4—Concrete Notes 4.4.5—Reinforcement Notes 4.4.5.1—ACI 318 Reinforcing Requirements 4.4.5.2—Development and Splices 4.4.5.3—Supports for Reinforcing Bars 4.4.5.4—Weldability of Bars 4.4.5.5—Hooks and Bends 4.4.5.6—Welded Wire Reinforcement 1 of 3 AMENDED Working Draft ACI Committee 315 Details of Concrete Reinforcement Oct 5, 2016 4.4.6—Construction Notes 4.4.7—Inspection Notes 4.5—Plan Sheets 4.5.1—Plan Graphics and Member Geometry 4.5.2—Reinforcement on Plan Views 4.6—Elevation Sheets 4.7—Section Sheets 4.8—Large Scale View Sheets 4.9—Detail Sheets 4.10—Schedule and Diagram Sheets 4.10.1—Slab Schedules 4.10.2—Beam and Girder Schedules 4.10.3—Column Schedules 4.10.4—Wall Schedules 4.11—Foundation Sheets and Schedules 4.12—User Defined Sheets 4.13—3D Representations CHAPTER 5 – DESIGNING FOR CONSTRUCTIBILITY 5.1—Defining Requirements for Cover, Development, Splices and Clearance 5.1.1—Clear Cover 5.1.2—Bar Development 5.1.3—Bar Splices 5.1.4—Clearance Between Bars 5.2—Defining Bar Placing Configuration 5.2.1—Staggered Laps 5.2.2—Embedment into Support 5.2.3—Bar Dimensioning 5.2.4— Skewed Bars 5.2.5—Termination of Vertical Bars 5.2.6—Beam Stirrups 5.3—Foundations 5.3.1—Types 5.3.2—Bar Arrangements 5.3.3—Layering 5.3.4—Construction and Expansion Joints 5.4—Walls 5.4.1—Introduction 5.4.2—Scope 5.4.3—General 5.4.4—Considerations 5.4.5—Best Practices 5.4.5.1—Footing to Wall Connections 5.4.5.2—Corners and Intersections 5.4.5.3—Steps and Sectional Transitions 5.4.5.4—Multiple Curtains and Layers 5.4.5.5—Construction Joints, Contraction Joints, Expansion Joints and Waterstops 5.5—Columns 5.5.1—Vertical Bar Arrangement 5.5.2—Ties 5.5.3—Detail at Steps and Transitions 5.5.4—Laps 5.5.5—Termination of Vertical Bars 5.6—Beams 5.6.1—Layering of Beam Bars at Intersections 5.6.2—Layering of Slab Bars at Beam Intersections 5.6.3—Depth of Beams at Intersections 5.6.4—Tie Arrangements 5.6.5—Arrangement of Longitudinal Bars 2 of 3 AMENDED Working Draft ACI Committee 315 Details of Concrete Reinforcement Oct 5, 2016 5.6.6—Beam Steps 5.6.7—Special Details 5.6.8—Beam Schedules 5.7—Slabs 5.7.1—Bottom Bars 5.7.2—Top Bars 5.7.3—One-Way Slabs 5.7.4—Two-Way Slab 5.7.5—Edges and Openings 5.7.6—Steps and Depressions 5.7.7—Stud Rails, etc. CHAPTER 6 – PLACING DRAWINGS 6.1—Definition 6.2—Overview 6.3—Procedure 6.4—Reviewing Placing Drawings 6.4.1—Benefits of Review 6.4.2—Review Process 6.4.3—Checklists for Review of Placing Drawings 6.5—Levels of Approval REFERENCES APPENDIX A – REPRESENTATIVE DRAWINGS A.1—Building Foundation A.2—Building Superstructure A.3—Building Seismic Example A.4—Maybe Some Other Example 3 of 3 1 CHAPTER 1—INTRODUCTION AND SCOPE 2 1.1—General 3 “ACI Designer’s Guide to Reinforcing Bar Detailing” is not intended to instruct the LDP how to detail 4 rebar. Its purpose is to show LDPs the information a reinforcing bar detailer needs to properly detail rebar and 5 how to present that information on their structural drawings so that his design intent is effectively and accurately 6 conveyed. 7 It is hoped that information in this guide on structural members of reinforced concrete structures will 8 advance standardization through the detailing, fabrication, and installation of concrete reinforcement. The 9 information presented herein complies with the requirements of the following ACI committees: 10 ACI 318 – Building Code Requirements for Structural Concrete 11 ACI 301 – Specifications for Structural Concrete 12 ACI 117 – Tolerances 13 ACI 131 – Building Information Modeling for Concrete Structures 14 ACI 132 – Responsibilities in Concrete Construction 15 16 This guide is intended to facilitate clear communication between LDP’s, reinforcing bar detailers, fabricators, and placers by encouraging standard presentation of details and information. 17 18 19 1.2—Scope This guide provides both general and specific information and illustrative details that are required by 20 reinforcing steel detailers in steel reinforced concrete members such as slabs, beams, and columns. It stresses the 21 importance of this information to ensure that the detailer effectively and accurately captures the intent of the LDP 22 and presents it in a manner that is clear and unambiguous to the rebar fabricator and placer. 1 1 CHAPTER 2—NOTATION AND DEFINITIONS 2 1.1—Notation 3 4 5 2.0—Definitions 6 ACI provides a comprehensive list of definitions and terminology through an online resource: 7 “CT-13: ACI Concrete Terminology - An ACI Standard” 8 It can be downloaded without charge from the ACI website at : 9 https://www.concrete.org/store/productdetail.aspx?ItemID=CT13 1 1 CHAPTER 3—GENERAL CONSIDERATIONS 2 3.1 —Building Information Modeling (BIM) 3 4 3.1.1 Introduction to Building Information Modeling 5 Building information modeling (BIM) is a 3D process used to generate and manage digital 6 models of buildings and other constructed infrastructure. This process is used by those who plan, 7 design, construct and manage facilities. The process involves creating and maintaining intelligent 8 models that represent physical characteristics of a facility, and also contain parametric data about the 9 elements within the model. Numerous software packages exist that fall within the definition of BIM, 10 and each of these have distinct advantages to different parts of the life cycle of a facility, from the design 11 to construction through operation. 12 13 Although the focus of most BIM discussions centers on the 3D model, the information contained within is of equal importance. The following is from NBIMS 2007: 14 “(A) Building Information Model, or BIM, utilizes cutting edge digital technology 15 to establish a computable representation of all of the physical and functional 16 characteristics of a facility and its related project/lift-cycle information, and is 17 intended to be a repository of information…” 18 In general, what makes BIM more than a simple 3D model is the information. BIM should be 19 thought of not only as a full size virtual mock-up of a structure, but also as a database of included 20 information. 21 BIM is applied to the details of concrete reinforcement in both the design and construction 22 phases of a facility. In the design phase, BIM is often used by the design team to define the physical 23 characteristics of the concrete to be reinforced by defining concrete edges in physical space, and 1 24 reinforcement information by the use of either data within the concrete elements or physical 25 representations of the reinforcement. This definition of concrete and reinforcement information is often 26 to a ‘design intent’ level of modeling. In the construction phase, the concrete geometry is often defined 27 to a construction level of detail, and the reinforcement is defined to a level from which it can be 28 fabricated and installed. 29 30 3.1.2 Level of Development 31 The content and reliability of a Building Information Model is defined by an industry standard referred 32 to as the Level of Development (LOD). 33 Specification to standardize these definitions. From BIMForum [Provide Reference]: The AIA and BIMForum have developed the LOD 34 “The Level of Development (LOD) Specification is a reference that enables 35 practitioners in the AEC Industry to specify and articulate with a high level of 36 clarity the content and reliability of Building Information Models (BIMs) at various 37 stages in the design and construction process. The LOD Specification utilizes the 38 basic LOD definitions developed by the AIA for the AIA G202-2013 Building 39 Information Modeling Protocol Form[1] and is organized by CSI Uniformat 40 2010[2]. It defines and illustrates characteristics of model elements of different 41 building systems at different Levels of Development. This clear articulation allows 42 model authors to define what their models can be relied on for, and allows 43 downstream users to clearly understand the usability and the limitations of models 44 they are receiving. The intent of this Specification is to help explain the LOD 45 framework and standardize its use so that it becomes more useful as a 46 communication tool. It does not prescribe what Levels of Development are to be 2 47 reached at what point in a project but leaves the specification of the model 48 progression to the user of this document.” 49 50 51 52 53 3.1.3 Benefits of BIM The benefits of using BIM are numerous and vary from project to project and depending on where in the design/construction process it is utilized. Potential benefits include: Design and Detailing 54 o Better visualization, especially when dealing with complex structures. 55 o Improved coordination between trades through the sharing of information, which is 56 one of the tenets of BIM. 57 o Ability to easily provide multiple ‘what-if’ scenarios. 58 o Improved communications and efficiency and reduced errors through: 59 60 Addressing items earlier in the process, thereby reducing the number of RFI’s and issues in the field. 61 Clearer communication of structural geometry and design intent from the 62 engineer to the reinforcement detailer than that which is possible using 63 traditional 2D documents. 64 Reinforcing details presented in 3D at a construction level of development. 65 Better communication of reinforcement fabrication and placement information 66 67 68 69 to downstream entities. Construction o Enhanced project visualization made possible my having full building models and related information at your fingertips. 3 70 o More accurate material take-offs, leading to less waste and reduced overall project 71 costs. 72 o Improved project coordination, clash detection and resolution achieved by combining 73 3D models from various sub-contractors into a single consolidated model. 74 o 4D Schedule simulation animations produced by combining the 3D model with a 75 76 77 78 79 80 81 82 83 construction schedule. Operation o Better ‘as-built’ documentation than conventional 2D drawings, leading to easier remodels, rebuilds and additions. o Improved management of a building’s lifecycle achieved by using the 3D model as a central database of all of the building’s systems and components. o Enhanced tracking of building maintenance needs. 3.1.4 IFC Files and BIM File Transfers Numerous BIM software packages exist that are capable of defining concrete geometry and data, 84 detailing reinforcement, or both. Most BIM software is compatible with an open file format 85 specification know as Industry Foundation Classes (IFC) data models. This is an object-based file 86 format that allows ease of interoperability between software platforms. IFC files are able to be exported 87 from and imported into most BIM software platforms, allowing model content created in different 88 software to be viewed and used in other software. 89 90 3.1.5 State of the Technology 91 BIM has been around since the late 1990s , but one characteristic makeing it different from past 92 technologies is its openness to continuous change and evolution. The State of BIM adoption and use 4 93 varies with companies, industry segments and regions, but it has been expanding. The introduction of 94 tablet computers, laser scanning, drones, 3D printers, and more all have had a role in shaping where 95 BIM is today and where it is going. One large focus for the evolution of BIM is improving the ability of 96 different users applying different tools to utilize the information in the database. Most BIM software 97 products are compatible with opening IFC format databases, but each still interprets the data differently 98 leading to differences and errors when applying this method at this time. The improvement focus is not 99 only intended for designer to designer transfer, there has also been much effort in developing ways to 100 transfer the data for downstream fabrication uses allowing structural steel, pipe and duct, and even rebar 101 fabricators the ability to seamlessly utilize the information from the BIM directly on the fabrication line 102 of these elements. 103 104 3.2 —Tolerances 105 3.2.1 Introduction and ACI 117 106 ACI 301 requires that construction tolerances comply with ACI 117. ACI 117 provides 107 tolerances for concrete construction, including tolerances for concrete forming, reinforcing bar 108 fabrication and placement. These tolerances can have an effect on cover, strength, constructability, and 109 serviceability but are required to make concrete construction physically possible and economically 110 practical. If more restrictive tolerances are required than those shown in ACI 117, they need to be 111 clearly indicated in the construction documents. 112 In areas of potential congestion, the LDP must consider combinations of tolerances, namely 113 reinforcing bar fabrication, reinforcing bar placement and formwork. 114 tolerances can result in conflicts that are not simple to remedy in the field. For instance, the “+” 115 tolerance for a bent bar may cause the bar to encroach into the concrete cover and exceed the “-” 5 Certain combinations of 116 tolerance for that cover. The design/construction team must be aware of tolerances and work to identify 117 and remove conflicts prior to construction. 118 3.2.2 Concrete cover for reinforcement 119 ACI 301 and ACI 318 define concrete cover requirements for reinforcement. Concrete cover as 120 protection of reinforcement against weather and other effects is measured from the concrete surface to 121 the outermost surface of the steel to which the cover requirement applies. ACI 117 defines tolerances for 122 concrete cover (measured perpendicular to the concrete surface). There are two measurements for 123 concrete cover as shown in Fig. 3.2.2: 124 Face Cover – measured from the face or surface of a bar to the concrete surface 125 End Cover – measured from the end of a bar (straight or hooked) to the concrete surface 126 127 Fig. 3.2.2—Face cover and end cover for reinforcement 128 Face cover values defined by ACI 301 and ACI 318 vary based on exposure conditions and the 129 concrete element the bar is in. End cover values are simplified in industry practice based on code 130 definition, rather than an actual code definition. Generally, end cover provided in practice is 2 in. unless 131 required to be to be 3 in. (3 in. when cast against earth, 2 in. everywhere else). 132 Where concrete cover is prescribed for a class of structural members, it is measured to the outer 133 edge of stirrups, ties, or spirals if transverse reinforcement encloses main bars; to the outermost layer of 134 bars if more than one layer is used without stirrups or ties; to the metal end fitting or duct on post6 135 tensioned prestressing steel; to the outer edge of mechanical splices; or to the outermost part of the head 136 on headed bars. 137 The condition “concrete surfaces exposed to earth or weather” refers to direct exposure to 138 moisture changes and not just to temperature changes. Slab or thin shell soffits are not usually 139 considered directly exposed unless subject to alternate wetting and drying, including that due to 140 condensation conditions or direct leakage from exposed top surface, run off, or similar effects. 141 142 143 3.2.3 Spacing of reinforcement 144 The spacing of reinforcement needs to comply with the project drawings, but there are times 145 where the spacing will need to differ due to field conditions, accumulating tolerances and/or 146 coordination of concrete reinforcement and other embedded items. ACI 117 defines tolerances for the 147 spacing of reinforcement. 148 The reinforcement spacing tolerance consists of an envelope with an absolute limitation on one 149 side of the envelope determined by the limit on the reduction in distance between reinforcement. In 150 addition, the allowable tolerance on spacing should not cause a reduction in the specified number of 151 reinforcing bars used. 152 Designers are cautioned that selecting element sizes that exactly meet their design requirements 153 may not allow for reinforcement placement tolerance. This sometimes happens when lap spliced bars 154 take up extra space and cannot accommodate the placement tolerance. Where reinforcement quantities 155 and available space are in conflict with spacing requirements, the contractor and designer might consider 156 bundling a portion of the reinforcement. Bundling of bars requires approval of the designer. 157 3.2.4 Placing of reinforcement 7 158 159 3.2.4.1 General information Just as there are tolerances in the fabrication of a bar, there are also tolerances in the placement 160 of a bar in a concrete member—creating potential “placement tolerance clouds.” 161 Because LDP’s and reinforcing bar detailers may overlook the impact of placement tolerances on 162 constructability, it’s worthwhile to use a couple of examples to take a brief look at what can occur. 163 3.2.4.2 Tolerance cloud 164 The tolerances for reinforcement location are found in ACI 117. Cover tolerances vary from 1/4 165 in. for member sizes of 4 in. or less to 1 in. when member size is over 2 ft. The maximum reduction in 166 cover is limited to 1/3 of the specified cover. In slabs and walls, the spacing tolerance is 3 in. for 167 reinforcement other than stirrups and ties. As an example, consider the simple 14 x 14 in. concrete 168 column shown in Fig. 3.2.4.2a. 169 170 Fig. 3.2.4.2a—Column the designer defined 171 8 172 The column is reinforced with 4 #8bars enclosed within #4 ties. The normal concrete cover to the 173 ties of this column would be 1-1/2 in. The cover tolerance is ±1/2 in. If the reinforcement was placed to 174 the minimum tolerance in two directions, the column could appear as in Fig. 3.2.4.2b. 175 176 Fig. 3.2.4.2b—Column that could be placed within the specified tolerances 177 However, the reinforcement could be placed to minimum tolerance in any of the four directions. 178 Thus, the placement tolerance clouds would appear as in Fig. 3.2.4.2c. This could be quite a different 179 image than the precise image one might have had in mind at the outset. 180 9 181 Fig. 3.2.4.2c—Column with “placement tolerance clouds” 182 For a second example, consider the case of a simple 14-in.-thick wall reinforced with #8 vertical 183 bars at 12 in. on center each face and #4 horizontal bars at 12 in. on center each face (Fig. 3.2.4.2d). 184 185 Fig. 3.2.4.2d—Wall the designer defined 186 187 The outside face cover is 1-1/2 in. and inside face cover is 3/4 in. The cover tolerance for the 188 bars on the outside face is ±1/2 in. For the inside face cover, the maximum cover reduction is limited to 189 1/3 of the specified cover, resulting in a cover tolerance of +1/2 or –1/4 in. Thus the outside face cover 190 could be as little as 1 in. and the inside face cover as little as 1/2 in. (Fig. 3.2.4.2e). 10 191 192 Fig. 3.2.4.2e—Wall that could be placed within the specified tolerances 193 194 195 If we also consider that any one of the vertical and horizontal bars may be located as far as 3 in. either way from its designated location, the tolerance cloud would appear as in Fig 3.2.4.2f. 196 197 Fig. 3.2.4.2f—Wall with “placement tolerance clouds” 198 199 3.2.4.3 Design considerations 11 200 As in the instance of the fabrication tolerance cloud of a single bar, the placement cloud of a 201 group of placed bars presents quite a different image than the one probably envisioned by the designer 202 or reinforcing bar detailer. If the placement tolerances are factored into the design, they would realize 203 that the available space they expected (to pass beam bars through a column or to place a vertical embed 204 in a wall) might not be what is actually available, especially if they consider that the beam bars and the 205 embed also have fabrication and placement tolerances of their own. Awareness of placement tolerance 206 clouds may lead to design options that make these tolerances no longer a factor. 207 3.2.5 Reinforcing bar fabrication 208 3.2.5.1 General information 209 Practical limitations of equipment and production efficiency have led to the establishment of 210 certain fabrication tolerances that can be met with standard shop equipment. These standard tolerances 211 are shown in both ACI 117 and in the CRSI Manual of Standard Practice for both straight and bent bars. 212 Where more restrictive tolerances are required than those shown in the referenced figures, they shall be 213 clearly indicated in the contract documents. 214 3.2.5.2 Restrictive tolerances 215 Tolerances more restrictive than those reported by CRSI in ACI 117 should be used sparingly. If 216 more restrictive tolerances are required, this is generally characterized as special bending by the 217 reinforcing bar fabricator and requires special arrangements in the production shops. These special 218 arrangements include, but are not limited to: additional equipment, modifications to existing equipment, 219 additional staff, inspection devices, etc. Special bending is generally more time consuming than normal 220 bending, may be subject to additional costs, and may create delays in material deliveries to the jobsite. 221 222 3.2.5.3 Fabrication tolerance clouds 12 223 LDP’s need to be aware of the tolerance cloud that exists for fabricated reinforcing bar. As a 224 simple example, let’s consider the fabrication tolerances for a simple reinforcing bar with 90-degree 225 bends (Fig. 3.2.5.3a). For the purposes of our example, let’s assume that the bar is a #8 bar and that Side 226 A is anchored in the (idealized) plane ABG. For this bar size, the standard hook is 16 in. long, and the 227 linear and angular tolerances are ±1 in. and ±2.5 degrees, respectively. 228 Now, let’s examine the potential effects of these tolerances. First, note that Sides A and G can be 229 as short as 15 in. (red to black zone interface) or as long as 17 in. (end of blue zone) and still be within 230 allowable tolerances (Fig. 3.2.5.3b). 231 Because we have assumed Side A to be anchored in ABG, we will not need to consider out-of- 232 plane angular deviation for Side A. However, we will need to consider in-plane angular deviation. When 233 we add this angular deviation of ±2.5 degrees to Side A, the tolerance envelope (cloud) will appear as 234 shown in Fig. 3.2.5.3c. (Note: To simplify the illustrations, the effects of the angular tolerances are 235 shown as one-bar-diameter deviations in the position of the ends of the 16 in. hooks. Actual deviations 236 will be about 70% of a bar diameter.) 237 Next, we add the dimensional tolerance of ±1 in. for Side B (Fig. 3.2.5.3d) and the in-plane 238 angular deviation of ±2.5 degrees to Side G (Fig. 3.2.5.3e). Finally, we add the out-of-plane angular 239 deviation of ±2.5 degrees to Side G. The resulting tolerance cloud is as shown in Fig. 3.2.5.3f. 240 13 (a) (a) (b) (b) Fig. 1: Standard (theoretkaO hooked bar with Sides A, B, and G: (a} plan view, and (b) Isometric view fig. 4: Hooked bar with :tt in. tolerance envelope on Sides A and G, :t2.5 degrees in-plane angular tolerance envelope at Side A, and :tt in. tolerance envelope on Side B (a) (a) (b) (b) Fig. 2: Hooked bar with :ttln. tolerance envelope on Sides A and G fig. s: Hooked bar with :t1 in . tolerance envelope on Sides A, B, and G and :t2.5 degrees in-plane angular tolerance envelope at Sides A and G (a) (b) 241 242 Fig. 3: Hooked bar with .1:1 in. tolerance envelope on Sides A and G and ::t2.5 degrees in-plane angular tolerance envelope at Side A fig. 6: Hooked bar with :u in. tolerance envelope on Sides A, B, and G: :t2.5 degrees in-plane angular tolerance envelope at Sides A and G; and :t2.5 degrees out-of-plane angular tolerance envelope at Side G 14 243 3.2.5.4 Design considerations 244 Clearly, the fabricated bar arriving on the construction site can be quite different from the bar the 245 LDP or reinforcing bar detailer might have envisioned. Keeping this in mind during design could 246 significantly reduce constructability problems. For instance, if our example bar were replaced with two 247 hooked bars lapped in the middle (Fig. 3.2.5.4a), the only tolerance that might introduce problems would 248 be in-plane angular deviation. 249 250 Fig. 3.2.5.4a—Reducing tolerance problems by replacing single bar with lapped bars (lap splice 251 shown offset for clarity only) 252 Because both hooks could be rotated, there would be no out-of-plane deviations. Further, 253 because the lap length could be adjusted slightly in the field, there would be little chance of problems 254 with the length of Side B. 255 256 Consideration of tolerances becomes even more of an issue when two or more bars are being assembled together in a structure. In such cases, one must deal with an accumulation of tolerances. 15 257 ACI 318 Section 25.3 restricts the minimum inside bend diameter of standard hook geometry for 258 deformed bars in tension and the minimum inside bend diameters and standard hook geometry of 259 stirrups, ties, and hoops. The primary factors affecting the minimum bend diameter are feasibility of 260 bending without breakage and avoidance of crushing the concrete inside the bend. ACI 117 tolerance on 261 these minimum inside bend diameters is -0 in. Thus, bars cannot be requested, or expected, to be bent to 262 a tighter diameter to solve a fit-up or congestion problem. Furthermore, there is not a + tolerance for 263 minimum bend diameter and the bend diameter may be larger than the minimum due spring-back and 264 other factors. Design drawings sometimes illustrate hooks wrapping tightly around another bar with 265 assumed bar positions based on the sum of the required cover, the diameter of one bar and the half 266 diameter of the other bar. A comparison of that incorrect assumption to the reality with a 6db minimum 267 bend diameter is shown in Fig. 3.2.5.4b, and for larger bars the minimum bend diameter may be 8db or 268 10db. Incorrect 1d bend diameter illustration in drawing Correct 6db bend diameter when placed 269 270 Fig. 3.2.5.4b—Comparison of minimum bend diameter position effect for a #7 bar 271 3.2.6 Forming tolerances 272 3.2.6.1 General information 16 273 The last two sections discussed tolerance clouds associated with fabrication and placement of 274 reinforcing bars. While every builder strives to cast concrete to the precise dimensions indicated by the 275 designer, the reasonable constraints of time, technology, and economy make this impractical. That’s 276 why it is important for designers to understand the forming tolerances associated with concrete 277 construction. 278 3.2.6.2 Forming tolerance clouds 279 Tolerances for forming concrete are found in ACI 117. The tolerances for cross-sectional 280 dimensions of cast-in-place members vary with the overall dimension. Using the example from the 281 previous section of a 14 x 14 in. column, the tolerance is +1/2 in. or –3/8 in. Ignoring vertical 282 alignment, this produces the forming tolerance cloud shown in Fig. 3.2.6.2a, with a column having 283 acceptable dimensions as large as 14-1/2 x 14-1/2 in. or as small as 13-5/8 x 13-5/8 in. 284 While it is highly unlikely that these small variations would create any constructability or design 285 concerns with everything else being perfect, a very different picture arises when we consider them in 286 conjunction with the other possible tolerances. 287 17 288 Fig. 3.2.6.2a—Forming . . . . Fig. 3.2.6.2b—Combining . . . 289 With 1-1/2 in. cover, the design width for the column ties is 11 in., and the tolerance is ±1/2 in. 290 Combining the maximum acceptable tie dimensions with the minimum acceptable column dimensions 291 produces the configuration shown in Fig. 3.2.6.2b. With the reinforcing cage centered, the cover is 292 reduced from the design value of 1-1/2 in. to 1-1/16 in. on all four sides. Recalling that the placement 293 tolerances allow the cover to decrease to 1 in. minimum, the cage must be placed within ±1/16 in. of the 294 center of the column in both directions if it is to meet tolerance requirements. Considering the 295 straightness of the bars and the straightness of the forms, this could be very difficult for the Contractor 296 to do. 297 For the example of a 14-in.-thick wall that we discussed in previous sections, the situation is 298 somewhat different because there are no tie tolerances to contend with. However, as we will see in the 299 following example, other issues arise that must be dealt with. The forming tolerance for the wall 300 thickness allows the wall to be between 14-1/2 in. and 13-5/8 in. thick as shown in Fig. 3.2.6.2c. 301 302 Fig. 3.2.6.2c—Forming tolerance cloud for the wall 18 303 Reinforcing placement tolerances allow the 1-1/2 in. design cover on the outside face to be 304 between 1 and 2 in. and the 3/4 in. design cover on the inside face to be between 1/2 and 1-1/4 in. The 305 minimum wall thickness combined with the maximum cover on the outside face reinforcing is shown in 306 Fig. 3.2.6.2d. 307 308 Fig. 3.2.6.2d—Minimum acceptable … 309 310 In this situation, the original effective depth of 12 in. for the vertical No. 8 bars on the outside 311 face has decreased to only 11-1/8 in. Assuming 4000-psi concrete and Grade 60 reinforcement, this 312 reduction in effective depth would result in a decrease in nominal moment capacity from the original 313 45.1 kip·ft/ft to 41.6 kip·ft/ft —a 7.7% reduction due to forming and placement tolerances alone. The 314 effect on moment strength would be even more drastic for thinner walls. To guard against this, Section 315 7.5.2.1 of ACI 318 places a tolerance on effective depth d of ±3/8 in. for d ≤ 8 in. and ±1/2 in. for d > 8 316 in. These tolerances would produce a 4.4% reduction in nominal moment strength for the example wall 19 317 considered here; however, designers should realize that effective depth is not checked in the field. Bars 318 are placed and tolerances checked relative to the formwork surfaces. 319 3.2.7 Confined reinforcing bars 320 Confined reinforcing bars add one more level of complexity to the tolerance issues described in 321 previous sections. In the context of detailing and placing reinforcing steel, a confined bar is one that is 322 restricted by face cover requirements at both ends. The best example of a confined reinforcing bar is a 323 bar with hooks at each end, as would be seen in an elevated beam as shown in Fig. 3.2.7a. 324 325 Fig. 3.2.7a—Single bar with hook at both ends 326 On the surface this does not seem to be a big deal, other than the tolerance issues previously 327 discussed. However, when considering the fact that in most cases there is adjacent reinforcing for a 328 beam, column or wall, this double-hooked bar needs to fit within, the situation becomes much more 329 complicated as shown in Fig. 3.2.7b. 330 331 Fig. 3.2.7b—Single bar with hook at both ends and intersecting reinforcement 332 The designer needs to consider that a bar with hooks at each end creates a situation where the bar 333 is extremely restricted and must be exactly right, otherwise the ironworker may not be able to place it. 20 334 The reality is even if the reinforcing bar detailer details this double hooked bars as shown in the design 335 drawings with the correct concrete cover, it will almost never fit during field installation. 336 337 Since there is no flexibility with this bar, if it doesn’t fit it will most likely need to be replaced, causing delays on the jobsite. There are two ways to address this situation. 338 The first and most preferred way would be to allow the use of a lap splice. This allows the 339 ironworker the flexibility to place the bars in their intended position within the beam while avoiding 340 conflicts with the adjacent steel. 341 342 Fig. 3.2.7c—Substitution of two hooked bars with lap splice (lap splice shown offset for clarity only) 343 [Should hooks be on outside here? see next figure discussion] 344 The second way to address this situation if a lap splice is not permissible, is for the designer to 345 understand and accommodate the end of the bar being held inside the adjacent steel, increasing the end 346 cover measured from the edge of the concrete to the end of the bar. 347 348 Fig. 3.2.7d—Single bar with hook at both ends placed within beam cages 349 This situation needs to be addressed by the reinforcing bar detailer and shown in one of these 350 ways on the placing drawings. Notating this practice on the design drawings will provide clear direction 21 351 to the detailer and the ironworker and avoid confusion during the detailing process and during 352 installation in the field. 353 354 355 Fig. 3.2.7e—Confined hooked bars in slabs and beams 356 These scenarios are commonly seen as shown in the following examples.In Fig. 3.2.7e, the left 357 illustration shows the end of a confined bar where no adjacent steel is present and the the right 358 illustration shows the end of a confined bar with adjacent steel that must be accounted for in the design, 359 detailing and installation processes. 360 361 362 363 Fig. 3.2.7e—Confined hooked bars in columns and walls 364 Fig. 3.2.7f shows situations where the end position of a confined bar (in the last lift of a column or wall) 365 with adjacent slab steel must be accounted for in the design, detailing and installation processes. 366 22 367 3.2.8 Accumulating (combined) tolerances 368 The effects of tolerances on cover, strength, constructability, and serviceability of the structure 369 should be considered by the LDP. Casting of concrete always involves the fabrication, placement, and 370 forming tolerance clouds. While these instances are not encountered every day, they occur frequently 371 enough to create constructability problems. Any combination of tolerances, as discussed in this section, 372 working against each other has the potential to create a constructability concern that quite often is 373 difficult to reconcile, especially if it involves two different trades, each within their own acceptable 374 tolerances. The designer must always assess the risk of this kind of problem arising in critical areas of 375 the structure and consider options that mitigate or eliminate the possible constructability problem. 376 3.3—General Cautions 377 3.3.1—Revisions of drawings 378 3.3.2—Dimensioning 379 3.3.3—Field cutting of bars 380 3.3.4—Field bending of bars 381 3.3.5—Mechanical connectors 382 3.3.6—Mixing grades of steel on a project 23 1 CHAPTER 4 — STRUCTURAL DRAWINGS 2 4.1—Scope 3 This chapter describes information that is typically found on structural drawings. In US 4 engineering practice each design office usually develops an “office standard” sheet order and 5 naming convention. This guide, as an example, presents the project sheet order found in the 6 United States National CAD Standard – V6, as outlined in 4.3. 7 4.2—General 8 9 Structural drawings are those prepared for the owner or purchaser of engineering services and along with the project specifications form a part of the contract documents. Structural 10 drawings must contain an adequate set of notes, instructions and information necessary to permit 11 the reinforcing steel detailer to produce reinforcing steel placing drawings. Each sheet should 12 have a title block, production data, and a drawing area as shown in Fig. 4.2. 13 The drawing area is the largest portion of the sheet where technical information is 14 presented. Examples of technical information are the overall framing plan, sections and details 15 needed to illustrate information at specific areas, and additional notes as required. 16 The production data area is located in the left margin of the sheet and includes 17 information such as the CAD filename and path to the file, default settings, pen assignments, 18 printer/plotter commands, date and time of plot, overlay drafting control data, and reference files. 19 The title block area is located at the right side of the sheet. It usually includes the 20 designers name, address, and logo; basic information about the project including location of the 21 worksite, owner, and project name; an information block regarding issue type (addendum, design 22 development, bidding, bulletin, etc.) of this sheet; a sheet responsibility block that indicates the 1 23 project manager, engineer, draftsman and reviewer of the information on the drawing; a sheet 24 title block; and a sheet numbering block. 25 26 Fig. 4.2- United States National CAD standard overall sheet layout 27 28 29 30 31 4.3—Order of sheets The order of drawings shown in the United States National CAD Standard – V6 is as listed in Table 4.3. Table 4.3—NCS drawing sheet numbering 2 Sheet number 0 1 2 3 4 Sheet title General notes Plans Elevations Sections Large-scale views 5 6 7 Details Schedules and diagrams User defined 8 User defined 9 3D Representations Information included Symbols legend, general notes Horizontal views of the project Vertical views Sectional views, wall sections Plans, elevations, stair sections, or sections that are not details For types that do not fall in other categories, including typical detail sheets For types that do not fall in other categories Isometrics, perspectives, photographs 32 33 If more than one sheet is required within the listed order, then decimal sheet numbers are used, 34 e.g., 5.0, 5.1, 5.2, 5.3. 35 4.4 General notes sheets 36 A general notes sheet presents project design loads, the codes and standards that are the 37 basis of design, material and product requirements, and construction directions. The notes can be 38 the entire project structural specifications, act as an extension of the project structural 39 specifications, or simply duplicate important aspects of the project structural specifications. 40 4.4.1 Codes and standards 41 The general building code, referenced standards, and/or the authority having jurisdiction 42 requires specific information to be included on the construction documents and the general notes 43 sheet(s) present this information. ACI 318 also requires that all applicable information from 44 Chapter 26 related to construction be included in the construction documents. 45 4.4.2 Design loads 3 46 Section 1603.1 of the 2012 IBC states: “The design loads and other information pertinent to 47 the structural design required by Sections 1603.1.1 through 1603.1.9 shall be indicated on the 48 construction documents." The titles of these 9 referenced sections are listed below: 49 1603.1.1 Floor live load 50 1603.1.2 Roof live load 51 1603.1.3 Roof snow load data 52 1603.1.4 Wind design data 53 1603.1.5 Earthquake design data 54 1603.1.6 Geotechnical information 55 1603.1.7 Flood design data 56 1603.1.8 Special loads 57 1603.1.9 Systems and components requiring special inspections for seismic resistance 58 59 Design loads are presented on the general notes sheet. Floor live loads, roof live loads, 60 snow loads, and other simple gravity loads are commonly shown in a table. Basic wind load 61 criteria assumptions and, when necessary, wind loading diagrams are included. Earthquake 62 design data is usually presented as a list of the different criteria used to develop the design 63 earthquake loads. It is desirable to indicate if and where live load reductions were applied. 64 Geotechnical design information shown is usually supplied to the structural designer in a 65 geotechnical report. It can be presented as a note if the soil and water table on site is relatively 66 consistent or in a table format if there is significant soil or water table variability. 67 68 Flood design data and criteria used to determine the flood design loads are typically shown using notes. 4 69 Special loads not included in the code-required live loads are also noted in the table that 70 includes the live loads. Examples of such loads are architectural features, partition live loads, 71 ceiling and hanging loads, and super-imposed dead loads. A diagram may be needed for heavy 72 pieces of equipment, such as forklifts, with their assumed wheel spacing and axle loads. 73 Showing the self-weight of the structure is not a requirement of the code. However, the 74 concrete density should be provided on the drawings so that the self-weight of the structure can 75 be accurately determined by the formwork engineer. 76 4.4.3 Specifications 77 The first concrete general note is commonly a reference to require construction to be in 78 accordance with ACI 301. The LDP ensures that the construction documents meet code 79 provisions; therefore, requiring the contractor to conform to ACI 318 is not appropriate as it 80 provides code requirements to the LDP and not the contractor or materials supplier. By 81 incorporating ACI 301 by reference into the construction documents and using the ACI 301 82 mandatory and optional checklists, the concrete materials and construction requirements will 83 satisfy ACI 318. In addition ACI 301 also specifies that fabrication and construction tolerances 84 shall comply with ACI 117. 85 ACI 301 contains the following three checklists: mandatory, optional requirements, and 86 submittals. The LDP is often also the specifier on a project and must go through these checklists 87 and make necessary exceptions to ACI 301 in the construction documents. The general notes 88 sheet is a convenient way to communicate any necessary exceptions to ACI 301. 89 4.4.4 Concrete notes 90 91 ACI 301 Mandatory Requirements Checklist items related to concrete can be specified in the general concrete notes and indicate that the construction documents include: 5 92 Exposure class and specified compressive strength f'c for different elements 93 Handling, placing and constructing requirements 94 Designations and requirements for architectural concrete, lightweight concrete, mass 95 concrete, post-tensioned concrete , shrinkage-compensating concrete, industrial floor 96 slabs, tilt-up construction and pre-cast concrete 97 Concrete general notes can show these with a table with each element type along with its 98 99 corresponding exposure class, specified compressive strength and other requirements. The construction documents should also indicate any exceptions to the default requirements 100 of ACI 301. ACI 301 lists possible exceptions in the Optional Requirements Checklist. 101 Concrete general notes often contain the following optional requirements checklist exceptions to 102 ACI 301 default requirements: 103 Air entrainment in percentage (%), along with the respective tolerance 104 Slump in inches (in), along with the respective tolerance 105 When high-range-water-reducing admixtures are allowed or required 106 Additional testing and inspection services 107 When proprietary concrete products are required on a project, they can be specified in the 108 general notes. 109 4.4.5 Reinforcement notes 110 ACI 301 Mandatory Requirements Checklist items related to reinforcing steel can be 111 specified in the general reinforcement notes and indicate that the construction documents 112 include: 113 Type and grade of reinforcing bars 114 Bar development and splice lengths and locations 6 115 Types of reinforcement supports and locations used within the structure 116 Specify the cover for headed shear stud reinforcement and headed reinforcing bars 117 The construction documents must indicate any exceptions to the default requirements of ACI 118 301. ACI 301 lists possible exceptions to the default requirements in the Optional Requirements 119 Checklist. Some exceptions to ACI 301 default requirements may include the following: 120 Weldability of bars 121 Concrete cover to reinforcement 122 Specialty item type and grade 123 Coatings such as epoxy or galvanized and where applicable 124 Permitting field cutting of reinforcement and the cutting methods 125 Reinforcing bars require concrete cover to protect the steel from corrosion. ACI 301 shows 126 concrete cover requirements for specific members in Table 3.3.2.3. The concrete cover 127 requirements for a project are typically shown in a table or list showing the type of member, the 128 concrete exposure, the type of reinforcement and the concrete cover requirements for each. If 129 there are locations on a specific project that are questionable, the LDP should indicate which 130 concrete cover requirement controls at each location (i.e. fire rated elements). 131 When proprietary reinforcement products are required on a project, they can be specified in 132 the general notes. 133 4.4.5.1 ACI 318 reinforcing requirements 134 Reinforcing bars, spirals, wires and bar mats in conformance with ASTM International 135 specifications are accepted for construction in the United States and are required by ACI 318. 136 Type and grade of reinforcing are typically shown in a note. When there are more than one type 7 137 and/or grade of reinforcing used on a project, it may be easier to show this information in a table 138 indicating what type and grade is used in what parts of the structure (Table 4.4.5.1). 139 Table 4.4.5.2—Example table of reinforcing bar locations and grades Insert table of locations and grades. (indicate it’s an example) (indicate the ASTM types and grades, locations) 140 141 142 4.4.5.2 Development and splices ACI 318 requires that the development length/embedment of reinforcement and location and 143 length of lap splices be shown on the construction documents. Bar development and lap splice 144 lengths and locations can be shown using tables, but the preferred method for showing 145 development and lap splice length and location is graphically in plan, elevation, section, or detail 146 with dimensions provided. This allows the fabrication detailer to more accurately read this 147 information from the drawings. Where lap splice location and length have structural safety 148 implications, the lap splice lengths should be shown graphically. When engineering judgment 149 indicates that lap splice location and length are less critical, a table can be used (refer to Table 150 4.4.5.2). Structural calculations should not be required of the fabrication detailer to determine 151 the lap splice length or development lengths. Lap and development lengths calculated by the 152 LDP should be shown on the design drawings. The LDP should verify that all possible bar 153 development and lap splice length arrangements that are on the project can be found on the 154 drawings. (MENTION THE CONCRETE STRENTH APPLICABLE; CURTIS WILL GIVE 155 US THE BEST TABLE; AND STEEL GRADE) 156 Table 4.4.5.2a—Example reinforcing bar lap schedule 8 157 158 Photo 1: Perry Internal Standards 159 Table of lap lengths ideally customized for the project. 160 161 162 If mechanical splices are permitted or required on a project, a note is needed on the general 163 notes sheet or project specifications to permit them as well as the required type of splice. The LDP 164 should also include a typical detail or specific details on where mechanical splices are required or 165 permitted (refer to Table 4.4.5.2b). 166 Table 4.4.5.2b—Example table of mechanical splices Table of mechanical splices and splice locations and stagger. EXPLAIN THE PROPER WAY TO CALL OUT A MECHANICAL SPLICE. SHOW A GOOD DESIGN DETAIL. LOCATION AND TYPES AND STAGGER 167 9 168 If headed bars are permitted or required on a project, a note is needed on the general notes 169 sheet or project specifications to permit them as well as the required bearing area, cover and 170 embedment lengths. The LDP should also include a typical detail or specific details on where 171 headed bars are required or permitted (refer to Table 4.4.5.2c). USE AN ILLUSTRATION ON 172 HOW WE WANT TO SEE IT. 173 Table 4.4.5.2b—Example table of headed bars 174 175 Table of locations and table of headed bars. 176 177 4.4.5.3 Supports for reinforcing bars 178 Before and during concrete casting, reinforcing bars should be supported and held firmly in 179 place at the proper distance from the forms. The LDP specifies acceptable materials and corrosion 180 protection for reinforcing bar supports, side form spacers, and supports or spacers for other 181 embedded structural items or specific areas. Specifications for reinforcing bar supports and 182 spacers usually are consistent with established industry practice. 183 184 If the construction documents only state that reinforcing bars need to be accurately placed, adequately supported, and secured against displacement within permitted tolerances, the contractor 10 185 selects the type and class of wire bar supports, precast blocks, composite (plastic), or other 186 materials to use for each area. 187 There are three common material types of bar supports: wire bar supports, precast concrete 188 block bar supports, and composite (plastic) bar supports. A common sub-type of wire bar supports 189 is plastic-tipped wire bar supports which are often used when aesthetics are a concern. CRSI RB4 190 describes the various types of wire, composite and precast bar supports. Examples of bar supports 191 are shown in Fig. 4.4.5.3a. 192 As mentioned above, certain support types can cause aesthetic issues. For example, if 193 precast blocks are used and the surface has a sand-blasted finish, the different texture and color 194 between the precast blocks and the cast-in-place concrete may be objectionable. Another example 195 of aesthetic issues is that Class 3 wire bar supports may leave rust stains on the exposed concrete 196 surfaces. The LDP and contractor should work together to help prevent these issues from 197 occurring because repair for aesthetic issues can be costly. 198 Beam bolsters support bottom beam reinforcement and are placed in the beam form, 199 usually perpendicular to the axis of the beam under the stirrups. Beams may also be supported 200 with individual chairs or blocks placed under the beam stirrups. 201 11 202 203 204 205 Typical Wire Beam Bolster RECONSIDER THIS FIGURE/EXAMPLE – maybe more examples. Photo 2: CRSI 2009 Table 3-1 206 207 208 Bar supports are furnished for bottom bars in grade beams or slabs-on-ground (Fig. 209 4.4.5.3b) only if required by the LDP in the construction documents. For a structural element, it is 210 recommended that the LDP specify bar supports for the bottom bars in grade beams or slabs-on- 211 ground. Aesthetics are not a concern in the bottom of a slab-on-ground or grade beam which 212 allows the use of precast blocks for bar supports. Fig. 4.4.5.3a—Example bar supports Label and annotate this photo. Perhaps a better photo is in order. (NEED CLEARER PICTURE) 213 12 214 215 216 Fig. 4.4.5.3b—Bar supports for slab-on-ground reinforcement Side form spacers (Fig. 4.4.5.3c) may be specified for use, but are usually selected by the contractor. Label and Annotate This Photo CHECK RESOLUTION, but GOOD PIC 217 218 Fig. 4.4.5.3c—Side form spacers to maintain reinforcement cover in a wall form 219 220 4.4.5.4 Weldability of bars 221 The weldability of steel is established by its chemical composition. AWS D1.4 sets the 222 minimum preheat and interpass temperatures and provides the applicable welding procedures. 223 Carbon steel bars conforming to ASTM A615/A615M are weldable with appropriate preheating. 224 Only reinforcing bars conforming to ASTM A706/A 706M are pre-approved for welding without 225 preheating. Welding of rail-and axle-steel bars is not recommended. 226 227 4.4.5.5 Hooks and bends 228 It is standard practice in the industry to show all bar dimensions as out-to-out and consider the 229 bar lengths as the sum of all detailed primary dimensions, including Hooks A and G. It is 230 important to note the difference between “minimum” bend diameter and “finished” bend 13 231 diameter. “Finished” bend diameters includes a “spring back” effect when bars straighten out 232 slightly after being bent and are slightly larger than “minimum” bend diameters. 233 Standard bend shapes will have not more than six bend points in one plane, bent to 234 normal tolerances. Shapes with more than six bends, or bent to special tolerances or bent in 235 more than one plane involve greater difficulty and are subject to added costs. 236 Bar hooks and bends are occasionally not shown on the drawings, but a note is placed 237 stating that certain bars are required to end in a standard hook. Specifications that require a non- 238 standard hook should be used with caution because non-standard hooks may be difficult to achieve. 239 If the LDP shows a hook but does not dimension the hook, the reinforcing bar detailer will use an 240 algorithm similar to the Block Flow diagram in Fig. 4.4.5.5 to determine the proper hook to use. Are hooks dimensioned on plan? Yes Use plan dimensions Yes Use a standard 90 degree hook Yes Use a standard 90 degree hook rotated 45 degrees Does a standard 180 degree hook fit? Yes Use a standard 180 degree hook No Does a standard 180 degree hook rotated 45 degrees fit? Yes Use a standard 180 degree hook rotated 45 degrees No Does a standard 90 degree hook fit? No Does a standard 90 degree hook rotated 45 degrees fit? No No RFI 241 242 Fig. 4.4.5.5—Block flow diagram to determine hook type and size 243 To avoid RFI’s, the design might consider … For this reason, it is prudent for the LDP to 244 check hooks throughout the project during the constructability check suggested in chapter 8, 14 245 especially if rotating the hooks causes issues with design. A standard hook only defines 246 dimensions of the bend shape. This is not an indicator of development strength. See Fig. 247 XXXXXXX CJP passive. (TASK GROUP REVISE) 248 4.4.5.6 Welded wire reinforcement 249 Welded wire reinforcement consists of a series of cold-drawn steel wires arranged at right 250 angles to each other and electrically welded at all intersections. Welded wire reinforcement has 251 many uses in reinforced concrete construction. It can be used in slabs-on- ground, joist and 252 waffle slab construction, walls, pavements, box culverts and canal linings. 253 The general notes or the specifications will specify the welded wire reinforcement 254 required. Welded wire reinforcement can be in the form of flat sheets normally 8 ft. 0 in. by 20 255 ft. 0 in. or rolls which are usually 5 ft. 0 in. by 150 ft. 0 in. The wire may be plain or deformed. 256 Welded wire reinforcement in conformance with ASTM International specification A1064 257 is accepted for construction in the United States and is required by ACI 318. Table 4.4.5.6 gives 258 common styles of welded wire reinforcement in the U.S. . 259 Table 4.4.5.6—Common stock styles of welded wire reinforcement 15 260 261 262 263 4.4.6 Construction notes Construction notes are general notes that discuss many of the miscellaneous aspects of 264 construction not covered by the other types of notes. These notes may include information 265 pertinent to detailing. For example: 266 Procedure for resolution of discrepancies 267 Storage of material on site 268 (NEEDS DEVELOPMENT) 269 270 4.4.7 Inspection notes The general notes sheet should indicate the level of inspection required for the project. If 271 the structure includes members that require special inspection, such as a special seismic force 272 resisting system they should be identified (Fig. 4.4.7). 16 273 274 Photo 3: Perry Internal Standards 275 276 277 278 Fig. 4.4.5.5—Example special inspection notes 4.5 Plan sheets Section 1603.1 in the 2012 IBC states: “Construction documents shall show the size, 279 section, and relative locations of structural members with floor levels, column centers, and 280 offsets dimensioned.” A plan drawing provides information about an identified building floor, 281 including overall geometry and dimensions, concrete member width and thicknesses (either 282 directly or by a designation keyed to a schedule), and reinforcement information for concrete 283 members (either directly or by a designation keyed to a schedule). A plan drawing can include a 284 general reference to other sheets, such as an elevation sheet or a detail sheet. A floor plan also 285 includes orientation information, such as column line numbers, a north arrow, top of concrete 286 relative to a datum, and general notes specific to the floor plan. 287 288 Member reinforcement such as beams can be directly shown on the plan or indirectly provided through use of schedule marks, such as beam numbers. <a small figure may be 17 289 helpful> Plan drawings are usually drawn to 1/16 or 1/8 inch scale. For small floor plans larger 290 scales may be used. The primary consideration for scale to be used is the complexity of the plan. 291 Clarity should be maintained by using a larger scale if a large amount of information needs to be 292 conveyed in a small area of the plan. If the designer needs to break up the plan into several parts 293 for a floor, they should take into account portions of the structure, assumed placement sequences, 294 or some other easily readable way of breaking the plan into smaller pieces. 295 Because plans only provide information in the horizontal direction, section cuts and 296 elevations are needed to clarify geometric and reinforcement information in the vertical 297 direction. A section cut is indicated by a directional mark or cut drawn on the floor plan. <a 298 small figure may be helpful> 299 4.5.1 Plan graphics and member geometry 300 The assumed view point for a plan drawing is above the slab on each floor level of a 301 structure. Therefore, slab edges are usually shown as solid lines on the plan drawings 302 (Fig.4.5.1a). Beam and girder locations are typically shown as hidden on the plan drawings 303 because they are typically below the slab. 18 304 305 306 307 308 Photo 4: http://www.nist.gov/el/building_materials/images/ew2_1.jpg (could find better quality) Fig. 4.5.1a—Floor plan Columns and walls that are shown solid extend above the slab on the plan. These vertical 309 members of the structure will be shown on all of the plans from their lowest elevation in the 310 structure, usually the foundation but occasionally a transfer girder or slab, to their highest 311 elevation in the structure, usually the top tier where they will be drawn as hidden. 312 Foundations are drawn as hidden when they are below the slab on grade and solid when 313 not covered by structural members or slab on grade concrete. Soil is not considered a structural 314 member for this purpose. Slabs, beams, girders, columns, walls, and foundations are sometimes 315 given schedule marks on the plan drawings (Fig. 4.5.1b) to indicate the type of member, size of 316 concrete member, and reinforcement required. 317 318 319 Fig. 4.5.1b—Floor plan with member schedule marks 4.5.2 Reinforcement on plan views 19 320 Reinforcement that is not typical, such as slab reinforcement required where a varied 321 column layout or a large slab opening occurs, is often shown on the plan drawings instead of 322 using slab marks (Fig. 4.5.2). 323 324 325 Photo 5: Perry Project 15121.00 2/S1.0 326 Fig. 4.5.2—Supplementary reinforcement shown on floor plan 327 When the amount of slab reinforcement being shown on a plan drawing becomes so large 328 that the plan is difficult to read, it is acceptable to make additional plans. These additional plan 329 sheets can be used so that one shows the bottom reinforcement, one shows the top reinforcement, 20 330 and another that shows additional steel such as that required around openings and should be 331 properly labeled. Additional beam and girder reinforcement is not typically shown on the plan 332 drawings because it can cause confusion. If additional reinforcement is required for beams and 333 girders, it is typically shown in a note or remark in the beam schedule and a corresponding detail 334 or section cut will be provided to show the additional reinforcement. 335 4.6 Elevation sheets 336 An elevation sheet contains drawing information about identified concrete members from 337 an elevation view (Fig. 4.6a). Elevation drawings do not require a set scale, so an appropriate 338 scale is chosen based on the height of the elevation being drawn and the level of detail needed. 339 Similar to plan drawings, the scale is often based on the complexity of the structure and the 340 elevation can be split into several drawings as required to show enough detail. 341 342 343 344 Photo 6: Perry Project 15030.00 – Pricing Drawings – 2/S1.0 Fig. 4.6a—Building elevation with detail call-outs 21 345 The elevation drawing provides orientation information, such as column lines or floor 346 levels, and is connected to the plan drawings by noted concrete elevations relative to a datum, 347 section references, and orientation information. 348 An elevation drawing that provides member dimensions can also provide member 349 reinforcement. This information can be provided directly or by a designation referenced to a 350 schedule. 351 When beams, columns, walls, or all are part of a seismic lateral load resisting system, 352 elevations are often used to show all of the reinforcement in the members that are part of that 353 system (Fig. 4.6b). Ordinary moment frames, intermediate moment frames, and special moment 354 frames and shear walls all have seismic detail requirements in ACI 318. ASK PAUL [INSERT 355 FIGURE] 356 357 358 Fig. 4.6b—Building elevation with detail call-outs for lateral load resisting system 4.7 Section sheets A section sheet is used for most projects. Sometimes, a single sheet combines sections, 359 details (3.4.6), and schedules (3.4.7). Most sections are drawn at 3/4 inch scale but larger scales 360 may be used, if more detail is needed for clarity. Sections are usually drawn from a point of view 361 perpendicular to that of the drawing that calls out for the section, and is oriented by pointers on 362 the section call out (Fig.4.7). A section cut will show the geometry and reinforcement details at 363 the cut plane, and may be drawn on a plan sheet, a sections sheet, or on a details sheet. The cut 364 identifies the section number and the sheet number where the section is drawn. 22 365 366 Photo 7: Perry Project 15121.00 – Permit Drawings 2015-09-30 367 Fig. 4.7—Example plan sheet section cut call out and section sheet section cut detail 368 369 4.8 Large scale view sheets Large scale views are used if a dramatically increased scale of a section or detail is 370 needed to show additional clarity in an area of a structure. They are used to clarify 371 reinforcement detailing in an unusual element, such as a curved stair case, complex elevator 372 core, or heavily reinforced link beam. These sheets are rarely titled "large scale views" but are 373 usually titled by what is being shown on the sheet. For example, "Stairs – Plans and Sections" 374 could be an example title for a large scale view sheet for a stair tower. See Fig. XXXXXXX 375 4.9 Detail sheets 376 377 Details are usually drawn from the same point of view as the drawing that calls out the detail (Fig. 4.9a). 23 378 379 Photo 8: Perry Project 15121.00 – Drawings Issued for Permit 2015-09-30 380 Fig. 4.9a—Example plan detail call out and detail on detail sheet 381 A separate detail sheet is usually used on a project. However, small projects may have a 382 single sheet that combines sections (4.7), details, and schedules (4.10). 383 Many details are drawn at 1/2 inch to 1 inch scales, but larger scales are used if needed for 384 clarity. In heavily congested areas, using full scale drawings is suggested to help with checking 385 constructability. <a couple of figures will be helpful to show this> 386 Details that are applicable to commonly encountered conditions are usually placed on 387 “typical details” sheets. Often the typical details are schematic only and are not drawn exactly. 388 When the typical details are schematic only, the information regarding the detail is shown in a 389 separate table or given in the notes. If not, it is typically shown just as an example of what needs 390 to be done and the contractor has some freedom to choose the best means and methods for 391 building the detailed item as shown. 392 393 For example, trim reinforcement around a slab or wall opening is often standard for a certain range of opening sizes, and this arrangement is shown in a typical detail. This allows the 24 394 contractor to trim any opening within the stated range without asking the engineer for a specific 395 solution. Other typical details include reinforcement around an in-slab conduit, a mechanical chase 396 through a concrete slab, openings through a beam, reinforcement termination details at edges of 397 concrete, contraction joints in slab-on-ground, and construction joints. 398 Bundling bar details for splice and special development lengths that affect many different 399 types of members, such as heavily reinforced slabs, beams, columns, and walls is best shown in a 400 typical detail on the respective member schedule sheet because the information is member specific 401 and should be shown in the typical details sheets. See Fig. XXXXXXX – what’s the offset at 402 laps? 403 Shear reinforcement in a one-way slab is rarely used, but if it is, the shear reinforcement 404 area is typically shaded or hatched on the plan drawing. A detail should be included and 405 sometimes on the slab schedule sheet to indicate bar size, spacing of shear reinforcement, and 406 shape of bent bar. Headed shear studs may also be a viable option and a detail should be drawn if 407 chosen. See Fig. XXXXXXX 408 4.10 Schedule and Diagram Sheets 409 Schedule sheets provide reinforcement information for various members, such as slabs, 410 beams, columns walls and foundations. A diagram to explain the information in the schedule is 411 usually provided (Fig. 4.10). 25 412 413 Photo 9: Perry Project 14146.00 – Drawings Issued for Permit Corrections 2014-10-29 – 3/S1.0 414 Fig. 4.10—Diagram provided to explain schedule information 415 Member schedules usually contain the following: 416 417 Member mark which should have a standard naming convention and be identified on plans an elevations 418 Member dimensions 419 Member reinforcement 420 421 422 423 424 425 426 Remarks or notes describing atypical reinforcement patterns, elevation, concrete strength etc. 4.10.1 Slab Schedules Slab schedules usually contain the slab mark, thickness of slab, bottom reinforcement and top reinforcement, and any notes or remarks necessary for that slab. See Fig. XXXXXXX For one-way slabs, the LDP can use the termination rules to use material more efficiently. Please see Figure X.XX for example details. 26 427 Two-way slabs supported by edge walls or by edge-beams require reinforcement in the top 428 and the bottom of the slab at the intersection of the two-way slab and edge members. This 429 reinforcement is shown using typical details if it occurs throughout the structure or the information 430 is shown right on the plan drawings if it is not a prevalent detail. Please see Figure X.XX for 431 example details. 432 Two-way slab structural integrity reinforcement requirements can be shown in different 433 ways. The splicing requirements for structural integrity reinforcement can be shown on the slab 434 schedule diagram. The requirement of two column strip bottom bars or wires that are required to 435 go through the columns can also be shown on the plan or in a typical detail. The typical detail 436 option is probably used most often because other information can be shown on the same detail if 437 the designer wishes. When using shearheads, the two column strip bottom bars or wires should be 438 shown in a typical detail. Please see Figure X.XX for example details. 439 Two-way shear reinforcement in slabs could be headed shear studs, typical stirrups, or 440 structural steel members. Headed shear studs are used most often and a detail should be drawn to 441 show the layout of the headed shear studs especially at a column. When several different layouts 442 of headed shear studs are needed in a structure, it may be clearer to use a series of headed shear 443 stud diagrams, possibly in a table, to show their layouts as they vary throughout the structure. The 444 plan drawings should be marked at each column to indicate which particular headed shear stud 445 diagram should be used at that location. While stirrups are not used as regularly as headed shear 446 studs for two-way shear reinforcement, they are permitted by the ACI 318 Code. When stirrups 447 are used for two-way shear reinforcement, they should be shown using the methods described 448 above for showing headed shear studs. Structural steel members are rarely used and if used their 449 locations should be identified and special details provided. See Fig. XXXXXXX 27 450 451 4.10.2 Beam and girder schedules Beams and girders are often shown in the same schedule and the information presented is 452 similar. For simplicity of wording, the term beam and beam schedule will be used here to include 453 both. Beam schedules contain the beam mark, beam width and depth, top and bottom 454 reinforcement and extent, post-tensioning reinforcement when applicable, and stirrup size and 455 spacing (Fig. 4.10.2). 456 457 Photo 10: https://sites.google.com/site/ae390final/gradebeamchedule.JPG 458 459 Fig. 4.10.2—Example grade be schedule Along with the beam schedule, there should be a diagram to show the basic layout of the 460 reinforcing steel in a beam. For clarity, this often requires two diagrams with one showing the 461 longitudinal reinforcing steel and the other showing the shear reinforcing steel. The diagrams are 462 often split into the following different types of beams: single span, multiple spans, and cantilever. 463 464 465 When applicable, the post-tensioning is typically specified using the assumed effective force that is expected to be applied to the beam or using the number of tendons from the design. . Typical shear reinforcing stirrup sizes and spacing are shown in the schedule by specifying 28 466 each group of stirrups. For example, a beam may need 6-#4 stirrups at 2"o.c. and then 6-#4 467 stirrups at 6"o.c. at each beam end and the remainder along the length of the beam at 12" o.c. 468 Often, this type of shear reinforcement spacing at the ends of the beams or at other special shear 469 reinforcing locations is shown in a typical diagram on the beam schedule sheet. The LDP should 470 provide a detail of stirrups showing the shape of the stirrup. 471 4.10.3 Column schedules 472 Column schedules usually contain the column mark, a vertical reinforcement, and the size 473 and spacing of shear reinforcement. See Fig. XXXXXXX Along with the column schedule, 474 typical layout information for the column reinforcement from the bottom of one level to the bottom 475 of the next or the top of the column is often shown in section cuts or diagrams. These diagrams 476 should show splice locations, including locations of staggered splices and reinforcement 477 termination requirements. Often, the spacing of the shear reinforcement at the tops and bottoms of 478 columns varies and is shown in a typical diagram on the column schedule sheet. If applicable, the 479 following diagrams also should be included with the column schedule: basic transition from floor 480 to floor, offset transitions, sloped transitions, and top of column terminations.. 481 4.10.4 Wall schedules 482 Wall schedules usually contain the wall mark and the amount of vertical and horizontal 483 reinforcement for each curtain of reinforcement required. 484 Along with the wall schedule, typically there will be a diagram of the wall from the bottom of the 485 wall to the top of the wall sometimes with section cuts showing the layout information for the wall 486 reinforcement. These diagrams should show splice locations, including locations of staggered 487 splices if necessary. Placing location of the reinforcement should be clearly shown, such as VEF, 488 HIF, HOF, caps, etc. See Fig. XXXXXXX See Chapter 3 for other abbreviations. [Johnston 29 489 comment: ACI style is to define acronyms where they first appear in the text. If there is a need to 490 provide acronyms or abbreviations commonly used in concrete reinforcing steel drawings, we 491 should consider adding a table of abbreviations in Chapter 3, perhaps in a Section “3.3 492 Abbreviations”.] 493 4.11 Foundation sheets and schedules 494 Foundations are sometimes treated separately from the remainder of the structural systems 495 because of their unique characteristics and in general, the fact that foundation systems are used for 496 many various superstructure types. Foundation drawings may be issued separately from the 497 superstructure drawings or may be the only reinforced concrete drawings on a project. Foundation 498 sheets are commonly used for shallow foundations (Fig. 4.11a) such as strip footings, isolated 499 footings, combined footings, mat foundations and grade beams or for deep foundation systems that 500 may include pile caps, piles, drilled piers and caissons. 501 502 Photo 11: Perry Project 15121.00 – Permit Drawings 2015-09-30 30 503 504 505 Foundation drawings can be individualized or used with schedules and foundation marks used to 506 represent the foundation type are usually identified by the first letter of the foundation member 507 represented. For example, P1 is usually related to a pile cap over piles, while F1 is often used to 508 describe a shallow footing and GB1 is often used to mark grade beams. In any case, it is 509 recommended that an Abbreviation and Notation Legend be included in the drawing sheet for 510 clarity and ease of identification. Grade beam schedules are similar to elevated beam schedules 511 and guidelines regarding beam schedules are shown in 3.4.7.2. Pile cap schedules should include 512 the dimensions of the pile cap and the required reinforcement in each one. Footing schedules are 513 usually similar, with the schedule containing footing dimensions and the required reinforcement in 514 each direction. Drilled piers are often not scheduled by mark, but by shaft and bell diameters. The 515 schedule should include a listing of vertical reinforcement, tie reinforcement, and minimum 516 distance that the reinforcement must extend into the top of the pier. See Fig. XXXXXXX 517 Fig. 4.11a—Foundation plan drawing Each different type of foundation element on the project should have a corresponding 518 typical diagram that is referenced from the schedule. This typical diagram will show a typical 519 layout of the member with typical locations of the reinforcement inside of it. See Fig. XXXXXXX 520 Shear reinforcement in a foundation is not frequently used, but when it is, it is typically 521 detailed in a manner similar to a beam. When stirrups are used for shear reinforcement, they should 522 be shown on the foundation schedule and a separate detail or section should be considered. 523 4.12 User defined sheets 524 User defined sheets are used to show information that is not presented on other sheets, 525 List of examples needed. 526 4.13 3D Representations 31 527 3D representations or isometric sketches are not commonly used but can be very helpful 528 to show an especially complicated connection or joint or to coordinate among different 529 disciplines to prevent clashes between different systems. (Sample needed.) 32 1 CHAPTER 5—DESIGNING FOR CONSTRUCTIBILITY 2 5.1—Defining requirements for cover, development, splices and clearance 3 5.1.1—Clear Cover 4 5.1.2—Bar development 5 5.1.3—Bar Splices 6 5.1.4—Clearance between bars 7 5.2— Defining Bar Placing Configuration 8 5.2.1—Staggered laps 9 General Notes should never just state, “Stagger all laps”. Staggering laps can add extra costs to a project in 10 terms of detailing, greater number of different bar lengths, and placing. The LDP should note possible exceptions 11 such as for temperature steel and wall horizontals. 12 The LDP should clearly indicate the nature of the stagger. Is the stagger one lap length, a double lap length, 13 or a specified dimension between the laps? A detail such as shown in Fig. 5.2.1 is the best way to show the intent. 14 Figure 5.2.1 15 Lap locations should be clearly indicated, as well areas where laps are not allowed. Staggering of couplers 16 should be equally defined and indicated. 17 5.2.2—Embedment into support 18 Tables of embedment requirements are usually sufficient (see Table 5.2.2). Care should be taken to clearly 19 indicate special embedment locations and appropriate instructions given to ensure they are correctly placed. 20 Figure 5.2.2 21 5.2.3—Bar dimensioning 22 The most common bar dimensioning issue involves hooks. When the LDP dimensions hooked bars, he 23 should be sure to indicate at least in the General Notes whether the dimension does or does not include the hook. 24 (Insert Fig.) 1 25 Rebar detailers will assume that all hooks are standard hooks unless indicated otherwise. Often drawing 26 sections of raft footings show the bottom and top bars hooked and lapping. If standard hooks are detailed there 27 will be no lap. The LDP should clearly indicate if a lap is intended and if so, dimension the lap. (Insert Fig.) 28 Where standard hooks are too long to fit with the concrete member, the hook should be clearly dimensioned 29 on the drawing. 30 5.2.4— Skewed bars 31 In trapezoidal shaped slabs, the LDP should clearly indicate if the main bars are perpendicular to the parallel 32 sides or parallel to the sloped sides. He should also indicate if the spacing of the bars is measured at right angles 33 to the main bars or along the skew. These points should also be made clear for triangular or other irregular 34 shaped slabs. (Figures may be beneficial). 35 Top steel over beams in skewed slabs may conflict with top bars from adjacent regular shaped slabs and may 36 cause layering and clearance problems. These should be considered and addresses by the LDP. 37 5.2.5—Termination of vertical bars 38 The LDP should always indicate how vertical bars are to be terminated. If the bars are to be hooked there are 39 several things to be considered. If the hook is not a standard hook the length should be indicated. Is the hook 40 located in either of the top layers or beneath both layers? Is the member into which the hook is to be embedded 41 sufficiently deep to accommodate the curvature of the bend? If the direction of the hook is critical this should be 42 clearly indicated. Member intersections may require additional consideration of bar interferences. 43 5.2.6—Beam Stirrups 44 On a beam schedule it should be clear whether a stirrup callout, for example, for 3 @ 6”; 5 @ 9”; rem @ 12”, 45 is referring to the number of stirrups or the number of spaces. If spacing of the first stirrup from a support is 46 critical it should be indicated, otherwise it will be located one-half space from the support. 47 In multiple tie sets, indicate if these are to be a series of nested stirrups or a series of interlocking stirrups. If 48 open stirrups are indicated try if possible to provide a continuous top bar in each stirrup hook. Consider a greater 49 quantity of smaller bars rather than fewer larger bars. 2 50 In very narrow beams consider if the stirrup hooks will allow the top bars to fit within the tie. If critical, 51 indicate if longitudinal bars are to be lapped in a vertical or horizontal plane. At intersecting beams indicate if the 52 stirrups run through one beam or the other, or through both beams. 53 5.3 – Foundations 54 This section applies to non-prestressed steel reinforcement of shallow and deep structural foundations as 55 defined by ACI 318 Chapter 13. See Section 5.6 for supplemental requirements for deep foundations in structures 56 assigned to Seismic Design Categories D, E, and F as prescribed by ACI 318 Section 18.13. 57 5.3.1 Types 58 Foundation systems can be categorized as either shallow foundations or deep foundations. Shallow 59 foundations include types such as strip footings; isolated, spread, or pad footings; mat foundations, and grade beams. 60 Deep foundation types include piles, drilled piers, and caissons as described in ACI 336.3R and ACI 336.3R. Pile 61 caps are shallow elements transferring load to deep foundations. 62 5.3.2 Bar Arrangements 63 Bar arrangements vary widely based on both the foundation type and the lateral, gravity, and torsion 64 loadings imposed on the foundations. The bar arrangements described in this section are general and common 65 arrangements. The LDP should specify needed bar arrangements for the appropriate conditions. 66 Shallow foundations such as strip, isolated, and mat foundations often have a bar arrangement similar to 67 that of a slab having a top and/or bottom mat of reinforcement with bars in each direction. In some instances, the 68 bars may be required to be hooked at ends for development as prescribed by the LDP. Grade beams and tie beams 69 sometime span between foundation elements such as pile caps. Grade beams usually project above grade to support 70 walls; tie beams are usually below grade and spread lateral loads to multiple deep foundations. Grade beams and 71 tie beams have two primary reinforcement arrangements. The first is similar to a beam with reinforcing ties or 72 stirrups around the perimeter of the beam, top and bottom longitudinal steel, and in some cases side longitudinal 73 steel. The second arrangement is still similar to a beam, however may only have top and bottom reinforcement. 74 Ties in the second arrangement may only be required for constructability as a method to hang the top reinforcement. 75 See Fig. 5.3.2a and 5.3.2b for examples. 3 76 Deep foundations are often circular and thus have a bar arrangement similar to that of a circular column 77 with a tie around the perimeter and longitudinal steel spaced around the perimeter inside the tie. Smaller drilled 78 piers may only have longitudinal steel that is centered in the drilled pier; in these cases, reinforcement may be added 79 for constructability to keep the reinforcement centered in the shaft. Though reinforcing in piers is similar to that of 80 columns, it is not fully prescribed by ACI 318 and therefore is often excluded from the ACI 318 Section 25.7.2.4.1 81 requirement for standard hooks at the ends of ties except for the case of piers in seismic design categories D, E, and 82 F. See Fig. 5.3.2a and 5.3.2b for examples. 83 5.3.3 Layering 84 Layering in foundations primarily only applies to non-grade beam shallow foundations as grade beams are 85 typically reinforced similar to beams and deep foundations are typically reinforced similar to columns as noted in 86 5.3.3. For strip footings, the layering is most commonly found with longitudinal reinforcement running flush to the 87 top and bottom covers and any transvers reinforcement inset from the longitudinal reinforcement. Isolated pad 88 footing layering most often depends on the geometry of the pad footing. For square pad footings, layering can go 89 either way, and for rectangular pad footings reinforcement along the larger dimension should be pushed to the 90 bottom and top cover and the reinforcement along the shorter dimension should be inset. For mat foundations not 91 supported by deep foundations, the layering will be similar to that of a rectangular pad footing with the 92 reinforcement running along the larger dimension placed at cover and the transvers reinforcement inset. Each case 93 discussed above are typical layering conditions for foundations; however, each is also dependent on the design of 94 the foundation. One should always refer to the contract documents for specific requirements. Contract documents 95 should specifically note the layering arrangement when it is critical to the design. See Fig. 5.3.3a and 5.3.3b for 96 examples. 97 All reinforcement layering should be properly supported to keep the reinforcement at the correct location 98 in the element. For bottom reinforcement cast against the earth, concrete or masonry blocks also known as “dobies” 99 are most commonly used. Bar supports with feet can dig into the soil causing a loss of cover and should be avoided 100 when on earth. For bottom layers on voids, wire bolsters and chairs can also be used. The support of top mats of 101 reinforcement can be supported by bolsters, chairs, or standees depending on the supporting height. Cover for 4 102 drilled piers can be obtained with alignment bars, alignment wheels, or in the case of centered reinforcement without 103 ties by using crossing reinforcement. 104 5.3.4 Construction and Expansion Joints 105 When construction and expansion joints are not specifically shown on the contract documents, the LDP 106 should give guidance for construction and expansion joint locations and spacing and should review joint locations 107 provided by contractor for compliance. 108 5.4—Walls 109 5.4.1—Introduction 110 In ACI 318, Chapter 2, Section 2.3, a wall is defined as “a vertical element designed to resist axial 111 load, lateral load, or both, with a horizontal length-to-thickness ratio greater than 3, used to enclose or 112 separate spaces”. 113 Concrete walls are structural elements that are generally used as vertical and lateral force-resisting 114 members. Walls may be used in underground or above grade tanks to contain liquids, as retaining walls or for 115 providing one-sided lateral confinement for soil or other materials and for providing continuous support for floor 116 or roof systems, in which case they must absorb and resist all reactions from the these systems. 117 5.4.2—Scope 118 This section shall apply to steel reinforcement of nonprestressed ordinary structural walls, including: 119 cast-in-place, precast in-plant and precast on-site, including tilt-up construction, as defined in ACI 318 Chapter 120 11. This section shall also apply to retaining walls and walls that are part of underground or above ground 121 tanks designed for the purpose of containing liquids or granular materials. For steel reinforcement in special 122 structural walls see Section 5.6 of this Manual. 123 5.4.3—General 124 Steel reinforcement shall be provided in walls to resist all in-plane and out-of-plane forces acting on 125 ordinary structural walls, as shown in Figure 5.2.1. Walls subjected to these forces will require longitudinal and 126 transverse reinforcement, as well as additional reinforcement around openings. Design requirements are contained 127 in ACI 318-14, Sections 11.3, 11.4 and 11.5. 5 128 129 Design of cantilever retaining walls shall be designed in accordance with ACI 318-14, Sections 22.2 through 22.4, with minimum horizontal reinforcement in accordance with ACI 318-14, Section 11.6. 130 131 132 Figure 5.2.1: In-plane and out-of-plane forces. 133 (Source: ACI 318-14. Chapter 11) 134 5.4.4—Considerations 135 Reinforcement limits for vertical and horizontal bars are indicated in Section 11.6 (Sub-Sections 11.6.1 136 and 11.6.2) of ACI 318, for relative values of Vu (factored shear force). General bar detailing should conform to 137 ACI 318 Section 11.7. Concrete cover for reinforcement shall conform to Table 20.6.1.3.1 of ACI 318, Chapter 138 20. Development lengths and splice lengths of reinforcement shall be in accordance with ACI 318, Sections 25.4 139 and 25.5, respectively. Distribution and spacing of transverse and longitudinal reinforcement shall conform to 140 ACI 318, Sub-Sections 11.7.2 and 11.7.3. In ordinary structural walls, if longitudinal reinforcement is required 141 for axial strength or if Ast exceeds 0.01Ag, longitudinal reinforcement shall be laterally supported by transverse 142 ties. In all walls, reinforcement is required around wall openings and shall comply with ACI 314 Section 11.7.5. 143 5.2.5—Best Practices 144 It is generally recommended, for constructability purposes, that steel reinforcement on both faces of a 145 wall be placed with equal spacing or that spacing of reinforcing bars of one face be a multiple of the other or that 146 spacing of bars at each face be multiple of a common value, for example: 2”, 3” or 4”, etc. Transverse or 6 147 horizontal reinforcing bars should be placed closest to wall face and conform to cover limits mentioned in Table 148 20.6.1.3.1 of ACI 318, Chapter 20. Reinforcement is required in both directions and also diagonally at the 149 corners, around wall openings. This reinforcement shall consist of at least 2 No. 5 bars, anchored to develop fy in 150 tension, and as a rule of thumb, should be at least equal in area to the bars interrupted by the openings. 151 5.4.5.1—Footing to wall connections 152 In cantilever retaining walls, vertical reinforcement should extend through the height of the wall 153 foundation and be anchored on top of the foundation slab bottom reinforcement. The slab height dimension 154 should be such as to permit the vertical reinforcement bar standard hooks to be correctly anchored a distance ldh. 155 5.4.5.2—Corners and intersections 156 Horizontal wall reinforcement must be anchored in vertical wall corners and intersections, preferably with 157 standard 90 degree hooks. To achieve proper anchorage, the bar must be extended across the intersection so that 158 the end hook will be placed at the opposite (outer) face of the intersecting wall, at corners and mid intersections. 159 When additional diagonally placed horizontal reinforcement is needed, to resist shear forces and to help 160 avoid cracking and opening at the corner or intersection, it should also be extended to the opposite face of each 161 intersecting wall and terminate with a bar bend at least equal to the bar Development Length (ld). 162 A typical detail of the correct bar arrangement at wall corners and mid length intersections will clarify the 163 information for the detailer, for correct bar dimensioning and placing of reinforcing bars and will help avoid 164 errors that may compromise the structural integrity of the walls. 165 5.4.5.3—Steps and sectional transitions 166 Steps and sectional transitions at base of walls should be correctly detailed, showing the transitional 167 reinforcement bars. Steel reinforcement across wall steps or sectional transitions shall comply with ACI 318-14 168 Chapter 25. Special attention should be given to bar anchorage, development lengths, and to providing 169 continuous and correctly anchored reinforcement across any section change. 170 5.4.5.4—Multiple curtains and layers 171 172 7 173 174 5.4.5.5—Construction Joints, Contraction Joints, Expansion Joints and Waterstops 175 Construction Joints: Can be vertical or horizontal joints that are left in place between two successive 176 pours of concrete. Shear Keys can be used to increase the shear resistance at the joint. If keys are not used, the 177 surface of the first pour must be cleaned and roughened previous to the next concrete pour. Keys are more usually 178 formed in the wall base to give the stem more sliding resistance. Wall reinforcement is placed continuously across 179 the joint. 180 Contraction Joints: Vertical joints formed or cut into the wall that allow the concrete to shrink without 181 noticeable cracking. Contraction joints can usually be about 5-6 mm. (1/4”) wide and about 12 to 20 mm. (1/2” to 182 3/4”) deep, and are provided at various intervals, depending on wall height, thickness and amount of 183 reinforcement, but usually not exceeding 9 to 10 m. (around 30 ft.). Wall reinforcement is placed continuously 184 across the joint. 185 Expansion Joints: Vertical expansion joints are placed into the wall to permit expansion due to temperature 186 changes. These joints should be filled with flexible joint fillers to impede passage of water or other liquids. 187 Horizontal greased steel dowels are usually placed across the joint to tie adjacent sections together. Expansion 188 joints are located at various intervals, depending on wall dimensions, but should not be separated more than 25 to 189 30 m. (75 to 90 ft.) apart. Wall reinforcement is discontinuous across the joint (not placed across the joint but 190 rather terminated at each joint face). 191 Waterstops: These are continuous molded sections, traditionally made of rubber, neoprene or PVC, that are 192 placed along the joint, embedded equally in each adjacent section, with the purpose of making the joint 193 watertight. There are various sections that can be used for the different types of joints named above. Steel 194 reinforcement should be detailed with consideration to the required waterstop to be used in the joint. 195 References 196 1. Building Code Requirements for Structural Concrete ACI 318-14.American Concrete Institute. USA. 2014 197 2. Concrete Network.com 198 (http://www.concretenetwork.com/concrete/poured_concrete_retaining_walls/provisions.htm) 8 199 3. http://www.chemstop.com/SubPacks/General_Waterstop_Brochure.pdf 200 5.5—Columns 201 This section applies to non-prestressed and steel reinforcement of structural columns as defined by ACI 202 318 Chapter 10 and portions of deep foundations described by ACI 318 Section 13.4.3.1 as portions of deep 203 foundation members in air, water, or soils not capable of providing adequate restraint throughout the member 204 length to prevent lateral buckling. 205 206 207 5.5.1—Vertical Bar Arrangement Vertical bar arrangement is prescribed by ACI 318 Section 10.7.3 requiring a minimum of (3) vertical 208 bars with a triangular tie, (4) vertical bars with in rectangular and circular ties, and (6) vertical bars enclosed by 209 spiral ties or for columns in special moment frames enclosed by circular ties. Vertical reinforcement is most 210 commonly arranged equally spaced around the perimeter of the column and enclosed by tie reinforcement, and 211 includes at least a vertical bar in each corner of non-circular columns. 212 213 5.5.2—Ties 214 Tie reinforcement is prescribed by ACI 318 Section 10.7.6 and Section 25.7.2. As noted in in ACI 318 215 Section 25.7.2 ties should have a minimum clear spacing of four-thirds the nominal maximum coarse aggregate 216 size and a maximum of the lesser of sixteen longitudinal bar diameters, forty-eight tie bar diameters, and the 217 smallest dimension of the column. Spirals should be spaced continuously with the clear spacing being at least the 218 greater of one inch and four-thirds the nominal maximum coarse aggregate size and a maximum of three inches. 219 The smallest tie size should be #3 for longitudinal bars #10 and smaller and #4 for ties enclosing #11 bars and 220 larger. Alternatively, typical tie reinforcement can be replaced by welded wire reinforcement of an equivalent 221 area except for spiral ties and special seismic systems. For rectangular ties, the tie arrangement must provide 222 lateral support for every corner and alternate longitudinal bar with a hook of a tie no more than 135 degrees. Tie 223 reinforcement must provide lateral support for every longitudinal bar enclosed by a rectangular tie when the clear 224 spacing between laterally supported longitudinal bars exceed six inches on each side. Circular tie reinforcement 9 225 must lap by a minimum of six inches, terminate with standard hooks at each end that enclose a longitudinal bar, 226 and laps must be staggered around the perimeter. 227 228 Per ACI 318 Section 10.7.6, at member ends or transitions the bottom tie must be located at most one-half 229 the tie spacing above the top of footing or slab. The top tie should also not be located more than one-half the tie 230 or spacing below the lowest horizontal reinforcement in the slab, drop panel, or shear cap above. In the case of 231 beams or brackets framing into all sides of a column the top tie must be located within three inches below the 232 lowest horizontal reinforcement in the shallowest beam or bracket. For spiral reinforcement, the bottom of the 233 spiral should be located at the top of the footing or slab and the top should conform to ACI 318 Table 10.7.6.3.2 234 shown below. 235 236 Anchor bolt confinement must also be provided by tie reinforcement per ACI 318 Section 10.7.6.1.6 237 requiring that anchor bolts must be enclosed by transvers reinforcement that also surrounds at least four 238 longitudinal bars with in the column. The transvers should be distributed within the top five inches of the top of 239 the column and consist of at least two #4 bars or three #3 bars. 240 5.5.3—Detail at Steps and Transitions 241 At steps and transitions, the longitudinal reinforcement often is detailed with an offset bend, covered in 242 ACI 318 Section 10.7.4. The slope of this transition should not exceed one to six. If there is a column offset 243 greater than three inches this transition is not allowed and must be made with separate dowels adjacent to the 244 offset column faces. Where longitudinal bars are offset, horizontal support should be provided throughout by 245 either ties, spirals, or parts of the floor construction. If transverse reinforcement is provided, they should be 246 placed no more than six inches from the points of the bend per ACI 318 Section 10.7.6.4. See below for detail 247 examples at column steps and transitions. 248 249 Offset bend locations should be specifically noted by the LDP? 250 5.5.4—Laps 10 251 Column lap lengths should be specifically noted by the LDP. Guidance should be given through 252 schedules, notes, or other methods to accurately prescribed lap requirements per column. Generally, compression 253 laps can be allowed in gravity columns. These splices lengths can be factored by .83 when the effective area of 254 tie reinforcement through the lap zone meets the requirements of ACI 318 10.7.5.2.1(a) or can be factored by .75 255 when spiral reinforcement is provided in accordance to ACI 318 Section 25.7.3. Special attention should be given 256 to areas of laps due to congestion. 257 258 ACI 318 Table 25.7.3.6 dictates spiral reinforcement laps where the most common lap length is forty- 259 eight bar diameters. See below for ACI 318 Table 25.7.3.6. Spiral reinforcement shall be anchored by 1 1/2 extra 260 turns of the spiral bar per ACI 318 Section 25.7.3.4. 261 262 263 264 5.5.5—Termination of Vertical Bars Termination of vertical column reinforcement into beams and slabs is prescribed by ACI Chapter 15. Termination of vertical column reinforcement into foundations is prescribed by ACI Section 16.3. 265 266 5.6—Beams 267 [DWJ Comments: Some statements in Chapter 6 sections may be overlapping statements in other chapters – needs 268 to be sorted out when drafts are more complete. The detailer and contractor should not be referenced to ACI 318. 269 The use of the words “details” and “detailing” sometimes leads to uncertainty about whether the reference is to 270 design drawings vs. placing drawings. Also, can’t use “shall” and “must” in an ACI report document.] 271 272 This section applies to steel reinforcement of non-prestressed beams, as defined in ACI 318 Section 9.1.1. 273 General reinforcement bar detailing should conform to ACI 318 Sections 9.6 and 9.7. Bundled bars should be in 274 accordance with ACI 318 Section 25.6. Development lengths and splices of deformed reinforcement should be in 275 accordance with ACI 318 Sections 25.4 and 25.4, respectively. Reinforcement detailing for beams that are part of 276 a seismic force resisting system is covered in Chapter XX of this Manual. 11 277 Code requirements often refer to minimum or maximum values. Being equal to or greater than a minimum 278 value is acceptable; being equal to or less than a maximum value is acceptable. A good design should avoid issues 279 that may arise due to the indiscriminate use of minimum code values without considering other factors. For 280 example, it is important to avoid or reduce constructability issues due to interference between or overcrowding of 281 steel reinforcement and loss of concrete cover or spacing problems between reinforcing bars due to incremental 282 tolerance buildup. The LDP should also present clear information in design drawing details and schedules, which 283 will aid the detailer in correctly understanding the essence and intent of the design, thus saving time in additional 284 consultations and revisions. These considerations will help the process of producing good detailing drawings for 285 construction. 286 287 5.6.1—Layering of beam bars at intersections 288 ACI 318 Sections 15.2 and 15.4 provide requirements for steel reinforcement at beam-column joints. 289 Longitudinal beam reinforcement in beam to beam and beam to girder connections should be detailed in such a way 290 that the beam’s top and bottom steel bar layers will be contained between the girder’s top and bottom longitudinal 291 reinforcing bars. Consideration should be given to intersecting beam depth dimensions and concrete cover for each 292 of intersecting members. Special attention should be given to ACI 318 Sections 9.7 and 25.4. 293 5.6.2—Layering of slab bars at beam intersections 294 ACI 318 Section 7.7 provides reinforcement detailing requirements for slabs. Slab longitudinal top layer 295 reinforcement is placed on top of beam top layer reinforcement and properly secured directly to beam bars. Slab 296 longitudinal bottom layer reinforcement runs continuously through the beam web in intermediate connections and 297 at end supports is anchored in the beam web width. In one-way joist systems, consideration for structural integrity 298 should be given in compliance with ACI 318 Section 9.8. 299 Figures 300 5.6.3—Depth of beams at intersections 301 Generally, principal beams or girders will be dimensioned for greater loads than secondary intersecting beams, 302 thus will normally be larger in both width and depth. In any case, dimensioning different depths for members in 12 303 beam to beam and beam to girder connections will facilitate passage of longitudinal reinforcing rebar layers through 304 the intersection without affecting specified concrete cover. As discussed in Section 6.6.1, special attention should 305 be given to ACI 318 Sections 9.7 and 25.4. 306 Figures 307 5.6.4—Tie arrangements 308 ACI 318 Sections 25.7.1 and 25.7.2, respectively, provide requirements for stirrups and ties. Both should 309 extend as close to the compression and tension surfaces of the member as cover requirements and proximity of other 310 reinforcement permit and are to be anchored at both ends. Stirrups can be used to resist shear and torsion forces in 311 a beam member and can consist typically of deformed bars, deformed wires, or welded wire reinforcement either 312 single leg or bent into L, U, or rectangular shapes and located perpendicular to, or at an angle to, longitudinal 313 reinforcement. Ties should consist of a closed loop of deformed bar with spacing in accordance with 25.7.2.1. Tie 314 bar diameter should be at least No. 3 for enclosing bars No. 10 or smaller and No. 4 for enclosing bars No. 11 or 315 larger and bundled longitudinal bars. Rectilinear ties should be arranged to satisfy 25.7.2.3. Stirrups used for torsion 316 or integrity reinforcement can be either closed stirrups placed perpendicular to the beam axis, as specified in 25.7.1.6 317 or can be made up of two pieces of reinforcement when conditions in 25.7.1.6.1 are met. 318 For large beams with long spans and heavy reinforcement, closed stirrups may reduce constructability. The 319 long bars should be threaded into the beams through column verticals and other obstructions. With open stirrups 320 the long bars are simply lifted and dropped into place without any threading being required. This significantly 321 reduces the labor cost of installation. Once the bars are installed the stirrups may be capped as necessary. 322 If closed stirrups are the only option shown on the design documents, the detailer should issue an RFI requesting 323 a change of stirrup configuration to open/capped style. This process may delay the detailer days or even weeks 324 depending on the turn-around time for RFI’s. This is usually an unnecessary interruption since in most cases the 325 open/capped tie option is approved. Design documents that clearly show both options whenever open ties are 326 acceptable speeds up the detailing process and reduces the document flow required by the designer, contractor, and 327 detailer and constructability is enhanced. 328 Figures 13 329 5.6.5—Arrangement of longitudinal bars 330 ACI 318 Chapters 9 and 25 provide requirements for longitudinal reinforcement bars in beams. Clear spacing 331 in a horizontal layer should be at least the greatest of 1 in., db, and (4/3) dagg. For parallel nonprestressed 332 reinforcement placed in two or more horizontal layers, reinforcement in the upper layers should be placed directly 333 above reinforcement in the bottom layer with a clear spacing between layers of at least 1 in. Standard hooks for the 334 development of deformed bars in tension should conform to ACI 318 Table 25.3.1. Reinforcement limits should be 335 in accordance with ACI 318 9.6. Attention should be given to ACI 318 9.7.2.3, for detailing skin reinforcement in 336 beams with depth h exceeding 36 in. Design of longitudinal reinforcement should comply with ACI 318 9.7.3. 337 Requirements for structural integrity are contained in ACI 318 9.7.7. 338 In general, especially with multi-leg tie arrangements, a number of continuous longitudinal top and bottom bars 339 should be placed so as to occupy the necessary positions required for every corner or leg of the tie set and the rest 340 of the bars will be spaced across the remaining space, in one or more layers. This will permit the secure fastening 341 in position of the ties that will guarantee their correct shear resisting function and also to provide lateral confinement 342 for the longitudinal bars. 343 Figures 344 5.6.5—Beam steps 345 ACI 318-14 Chapters 9 and 25 provides requirements for steel reinforcement across beam steps or along beam 346 section changes. Special attention should be given to bar anchorage, development lengths, and providing continuous 347 and correctly anchored reinforcement across any section change. 348 Figures 349 5.6.6—Special details 350 Requirements of special details for steel reinforcement in beams are subject to the LDP’s judgement where non- 351 typical conditions, either geometrical or for other reasons, cannot be fully and correctly represented by only typical 352 details such as Elevations and Sections. The governing criteria should be to present clear and precise information 353 for the detailer to help avoid misinterpretation of design drawings and delays in the detailing process. 354 Figures 14 355 5.6.7—Beam schedules 356 Beams with similar geometry and steel reinforcement distribution can be represented with typical details and a 357 beam schedule containing the specific information for bar diameters and dimensions, development and cut-off 358 lengths, etc. Clarity in identifying the different beams and their corresponding reinforcement is important for the 359 detailer to be able to correctly specify and detail the steel reinforcement in the placing drawings. 360 Figures 361 Section 5.7—Slabs 362 This section applies to steel reinforcement of non-prestressed slabs, as defined in ACI 318 Chapters 7 and 8 363 and ACI 421.1R. 364 5.7.1 Bottom Bars 365 366 The construction documents should include the minimum cover from the bottom, sides and or top of concrete in sections or details along with the suggested bar support types to be used. 367 ACI 318 Section 25.5 provides reinforcement design requirements for splices. The drawings should include the 368 minimum splice lengths and embedment lengths into beams, columns, pilasters or other supporting elements. These 369 lap lengths should be shown in details, sections, plan or schedules. 370 Standard hooks for the development of deformed bars in tension should conform to ACI 318 Table 25.3.1 If 371 hooks are required at discontinuous end, the LDP should verify the hook dimension can be placed within the 372 specified slab thickness. 373 Figures 374 5.7.2 Top bars 375 The construction documents should include the minimum cover from the top and sides of concrete in sections 376 or details along with the suggested bar support types to be used. Support bar details with bar size and spacing should 377 be included on the drawings. 378 ACI 318 Section 25.5 provides reinforcement design requirements for splices. The drawings should include the 379 minimum splice lengths and embedment lengths into beams, columns, pilasters or other supporting elements. These 380 lap lengths should be shown in details, sections, plan or schedules. 15 381 Standard hooks for the development of deformed bars in tension should conform to ACI 318 Table 25.3.1 If 382 hooks are required at discontinuous ends, the LDP should verify the hook dimension can be placed within the 383 specified slab thickness. 384 Figures 385 5.7.3 One-Way slabs 386 ACI 318 Section 7 provides reinforcement design requirements for one-way slabs. 387 Transverse bottom layer reinforcement runs continuously across the span and is anchored in the beam web a 388 minimum of 6 inches. If using the 50% method, every other bar in the intermediate connection will be held back 389 from the beam face 0.125 of the clear span distance. 390 Transverse top layer reinforcement is placed on top of beam top layer reinforcement and properly secured 391 directly to beam bars and shall end with a standard hook at discontinuous ends. Support bar details with bar size 392 and spacing or use of temperature bars should be included on the drawings. 393 394 Longitudinal temperature bars run continuously with the specified lap and shall run through the beam web in intermediate connections and at end supports is anchored in the beam web a minimum of 6 inches. 395 Specific details for projections of top bars and bars at openings and varying span widths should be included in 396 the contract documents. The support lines should be clearly marked to insure that the intent of the design drawings 397 are met. The calculations used for the top bar projections should be based on the clear distance between supports. 398 Construction, contraction, isolation and expansion joints should be located and dimensioned on the contract 399 documents to insure accurate placing of the reinforcement and required dowels. Standard hooks for the development 400 of deformed bars in tension should conform to ACI 318 Table 25.3.1. If hooks are required at discontinuous end, 401 the LDP should verify the hook dimension can be placed within the specified slab thickness. 16 402 403 5.7.4 Two-Way Slab 404 ACI 318 Section 7 provides reinforcement design requirements for two-way slabs. 405 Slab bottom layer reinforcement is placed in both directions and runs continuously across the span and is 406 anchored in the beam web a minimum of 6 inches. 407 Slab top layer reinforcement is placed in both directions on top of beam top layer reinforcement and properly 408 secured directly to beam bars and shall end with a standard hook at discontinuous ends. Support bar details with bar 409 size and spacing should be included on the drawings. 410 Specific details for bar layering and bars at openings and varying span widths should be included in the contract 411 documents. Construction, contraction, isolation and expansion joints should be located and dimensioned on the 412 contract documents to insure accurate placing of the reinforcement and required dowels. Standard hooks for the 413 development of deformed bars in tension should conform to ACI 318 Table 25.3.1. If hooks are required at 414 discontinuous end, the LDP should verify the hook dimension can be placed within the specified slab thickness. 17 415 416 417 5.7.5 Edges and Openings 418 Standard hooks for the development of deformed bars in tension should conform to ACI 318 Table 25.3.1. If 419 hooks are required at discontinuous end, the LDP should verify the hook dimension can be placed within the 420 specified slab thickness. Details of bar conditions at slab edges and openings should be included in the contract 421 documents. Trim bars should be shown in specific details on the drawings. 422 Figures 423 5.7.6 Steps and Depressions 424 Details for slab steps and depressions should include separate details for different step dimensions. This should 425 include directions for draping the main reinforcing, hooking and lapping or furnishing a bent bar. Special attention 426 should be given to bar anchorage, development lengths, and providing continuous and correctly anchored 18 427 reinforcement across any section change. Dimensions to steps and depressions should be clearly shown on the 428 structural drawings and be located from column lines or from edge of concrete. 429 Figures 430 5.7.7 Stud Rails, etc. 431 Stud rails should conform to ACI 421.1. They are an effective way of increasing punching shear capacity and 432 minimizing congestion around the slab-column connections. The LDP should furnish specific details, dimensions 433 and information on the number of rails required at each column with the diameter of studs, number of studs per rail, 434 overall height, distance to the first stud and between studs and the clear cover from top and bottom of slab. 435 NOTE: We will discuss whether or not to include Stud Rails in this document at the meeting in Philadelphia. 436 19 1 2 CHAPTER 6—PLACING DRAWINGS The information found in this chapter is intended to provide a general overview of the 3 definition, purpose, review process and use of reinforcing steel placing drawings. For more 4 specific information and guidelines, refer to the Detailing section of the “CRSI Manual of 5 Standard Practice”. Additionally, for a better understanding of the fundamentals and best 6 practices in the preparation of reinforced concrete placing drawings, refer to the “CRSI 7 Reinforcing Bar Detailing Handbook”. 8 9 6.1—Definition 10 Placing drawings are working documents that show the quantity, bar size, dimensions and 11 location of reinforcing steel as required for fabrication and placement. Placing drawings may 12 comprise plans, details, elevations, schedules, material lists, and bending details. They can be 13 prepared manually or by computer. 14 15 16 6.2—Overview Placing drawings are the fabricator’s interpretation of the LDP’s design intent as covered in 17 the contract documents. The purpose is to assure proper fabrication and placement of reinforcing 18 steel. The contract documents plus changes issued by the LDP (per terms agreed upon in the 19 contract if issued after the contract is made), constitute the sole authority for information in 20 placing drawings. Because no new design intent is added during the creation of placing 21 drawings, they do not require and engineer’s seal. The LDP must furnish a clear statement of the 22 design requirements in the project specifications and structural drawings and may not refer to an 23 applicable building code or other codes for information necessary to prepare the placing 24 drawings. Such information must be provided by the LDP in the form of specific design details 25 or notes. 26 Necessary additional information such as field conditions, field measurements, location of 27 construction joints, and sequence of placing concrete must be supplied by the contractor. 28 Commonly this information is only becomes available just prior to construction, making it 29 impractical to complete placing drawings within submittal date deadlines required of shop 30 drawings for reinforcement fabrication. It is more important that placing drawings be prepared 31 based on construction ready data and that all parties work together in order to complete 1 32 submittal, review and approval processes in a timely manner as to not impact construction 33 schedules. After approval by the LDP, including necessary revisions, the drawings may be used 34 for fabrication and placing of reinforcing steel. 35 36 37 6.3—Procedure Placing drawings are most commonly prepared by a detailer, typically employed or 38 contracted by the reinforcing steel fabricator. General steps for producing and utilizing placing 39 drawings are as follows: 40 1) Detailer prepares placing drawings based on information found in the project 41 specifications and structural drawings as well as information related to construction 42 requirements obtained from the contractor. 43 2) Placing drawings are submitted to the contractor or their designee for review and 44 approval. On many projects the contractor will also forward the placing drawings to the 45 LDP for their review and approval. Refer to sections 6.4 and 6.5 for detailed 46 explanations of placing drawing review and approval processes. 47 3) Once placing drawings have been approved, bar fabrication releases are prepared from 48 the bar lists on the placing drawings, based upon a delivery sequence agreed upon 49 between the fabricator and the contractor. 50 4) Releases are submitted for fabrication in accordance with the current delivery schedule. 51 5) Reinforcing steel is cut, bent, tagged, bundled and delivered to the job site along with 52 53 54 other material, such as bar supports, as specified in the contract. 6) Reinforcing steel is installed based on details found on the placing drawings and in accordance with requirements of the contract documents. 55 56 57 6.4—Reviewing placing drawings In some areas of North America, review of placing drawings by the contractor and LDP is 58 not required and is rarely done. LDP’s in these areas take the view that since their inspection of 59 installed reinforcing steel is made using their contract design drawings, placing drawings serve 60 no purpose in the inspection process and therefore require no review. Errors are picked up and 61 corrected at inspection time. The downside to this approach is that correcting errors in the field 62 can cause delays and increase costs. 2 63 For this reason, most areas of North America encourage review of placing drawings by the 64 contractor and LDP. 65 66 6.4.1 Benefits of review Review is deemed to have a number of worthwhile benefits such as: 67 a) Tends to include the LDP as part of the team effort 68 b) Verifies conformance with general design intent 69 c) Verifies that the most recent revised contract drawings have been used 70 d) Catches and corrects small errors or omissions that would otherwise delay the project if 71 72 73 74 75 76 77 left to be discovered during inspection in the field e) Provides an opportunity for the LDP to make small changes or corrections to the design “on the fly” f) Provides assurance that the detailer understands the design concepts and is proceeding correctly g) Allows reviewed placing drawings to form a large part of the “As Built” documents package 78 Most project specifications allow a given period of time for the LDP review of placing 79 drawings, in most cases two weeks. The detailer and construction team factor this review time 80 into their schedules. It is therefore important for the LDP to work within this constraint to help 81 keep the project on schedule. 82 83 6.4.2 Review process 84 Ideally the process for submission and review of placing drawings should be outlined in the 85 contract documents. The process varies from project to project but generally will include the 86 following steps: 87 1) Detailer submits the placing drawings to the contractor or their designee 88 2) Contractor or their designee reviews the drawings and forwards them to the LDP 89 3) LDP completes their review and returns the drawings to the contractor in a timely manner 90 4) Reviewed drawings are returned to the detailer 91 5) Detailer makes all necessary amendments and either resubmits if required, or authorizes 92 the detailed reinforcing steel for fabrication 3 93 94 6.4.3 Checklists for review of placing drawings Each LDP will have their own check list but generally will include at least the following items: 95 a) Verify latest issue of contract drawings 96 b) Verify latest issue of addenda and supplementary documents such as requests for information (RFI’s), design change notices (DCN’s), and field change notices (FCN’s) 97 98 c) Verify grades, coatings, and sizes of reinforcing steel 99 d) Verify that all reinforcing steel has been included and properly located 100 101 102 6.5—Levels of Approval There are many variations of approval levels. Each LDP usually develops one that suits their 103 requirements. Although the terms may vary, most will include as a minimum the following 104 levels: 105 106 a) Approved – these drawings meet all design requirements and are approved for fabrication and installation. 107 b) Approved as Noted – these drawings require small corrections that do not impact the 108 design intent. Once corrections are completed they are approved for fabrication and 109 installation. Resubmittal is not required. 110 c) Revise and Resubmit – these drawings have significant errors that impact the design 111 intent. The LDP must review them again before he can approve them. Resubmittal is 112 required. 113 d) Not Approved – These drawings do not meet the design intent. Alternately, perhaps, the 114 LDP is aware that new or revised design documents are about to be issued that will 115 supersede previous contract drawings. In either case completely new detailing is required 116 and submitted. 117 It must be noted that by approving reinforcing steel placing drawings for fabrication and 118 installation, the LDP does not incur any responsibility for delays and costs associated with errors 119 or omissions on those drawings. These delays and costs remain the responsibility of the 120 contractor, fabricator, and the placer. 4
